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Home My WebLink AboutTruss7 4 C1 D- D- D- a. D- D- Q_ D- 0_ D_ U U W W W W W W:S U •: 7.0 , .y .�hQ> c.. • � r C3P _ yos %�. exposed to wind CONNECTORS SCHEDULE ROOF TRUSS Q ID MODEL ROOF UPLIFT SYM 0 A' LUS24 / JUS24 895 / 835 490 /610 ILA• 10 A HTU26/ THD26 3600 / 3470 1555 / 2330 ILA 0 B HTU28 / THD28 4680 / 5040 2140 / 2330 AILS 0 C HTU26-2 /THD26-2 3600 / 3355 2175 / 2340 I LC 0 D HTU28-2 / THD28-2 4680 / 6005 3485 / 2595 1 11P 0 E HGUS26-2 / THDH26-2 5320 / 5245 2155 / 2340 I LE 0 F HGUS28-2 / THDH28-2 7460 / 8025 3235 / 3330 11 0 G HGUS26-3 / THDH26-3 5230 / 5245 2155 / 2340 I LG 0 H HGUS28-3 / THDH28-3 7460 / 7836 3235 / 4370 1 IH 2 J THJA26 / HJC26 9100 / 8990 4095 / 4370 1 Li 3X8NOP TO APPROVAL MAIN VAND FORCE RESISTING SYSTEWCC HYBRID VAKID ASCE740 IMPORTANT ENCLOSED EJlPOSURE CATEGORY C OCCUPANCY CATEGORY 0 This Drawing Must Be Approved And WILOA N D A BWANCEE FACTOR 1.00 TRUSSEESS HAW WHO BEEN DESIGNED FORA 10.0 PSF BOTTOM CHORD LIVE LOAD Returned Before Fabrication Will Begin. For Your Protection Cheek All NONCONCURREN7 WRH ANY OTHER LNE LOADS Dimensions And Conditions Prior To APprova BELO Of Plan. SIGNATURE BELOW INDICATES ALL ROOF LOADING - FLOOR LOADING NOTES AND DIMENSIONS HAVE TCLL: 20 PSF TCLL• 40 PSF BEEN ACCEPTED. TCDL: 07 PSF TCDL: 10 PSF By Date BCDL: 10 PSF BCDL: 5 PSF TOTAL: 37 PSF TOTAL: 55 PSF DURATION: 1.25 DURATION: 1.00 CAUTION!!! DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCI-B1 SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (ie. SHEATHING, SHINGLES, ETC.) - ^T ALL INTERIOR 6EARIN6 -%WALLS .MUST BE IN PLACE PRIOR TO IASTALLING'TRUSSES.:: ,ENGINEERING REFER TO FINAL SHEETS FOR THE FOLLOWING. 4), NUM BEWOF(GIRDERtF?LIES• AND NAILING SCHEDULE ;2) SEARING Bf SCI .-RE91.11REMENTS. 3j SCAB DETAILS JIE REQUIRED); , 4) UPLIFT AND iGRAVITY REACTIONS. • • :' WARNING Backcharges Will Not- Be Accepted Regardless of Fault Without Prior Notification By Customer Within 48 „ Hobrs And Investigation By - •= :- Builders First Source.,,( , .-..NO EXECPTIONS. The General Contractor Is Responsible For All Connections Other Than Truss . to.,Truss, Gable Shear Wall, And =? 6n9eet16ri ,.T6mpoFdry and Permanent Bracing, And Ceiling And Roof Diaphragm Connections. ROOF PITCH: 6112 r CEILING PITCH: 0/12 • - TOP CHORD -SIZE: �" 2 X 4 BOTTOM CHORD SIZE: 2 X 4 OVERHANG LENGTH: 16" END CUT: Plumb CANTILEVER: — TRUSS SPACING: 24" BUILDING CODE: FBC2D17 BEARING HEIGHT SCHEDULE Hatch Legend =8' Truss Bearing BUILDER: Adams Homes PROJECT: Single Family MODEL: LANAI ADDRESS: 1 8704 MERANO AVE LOT I BLOCK: 3211 SUBDIVISION-1 LUCIE COUNTY — CITY: FORT PIERCE DRAWN BY: K SANCHEZ JOB p : 1 2254612 DATE: 02/20/2020 SCALE: F NTS PLAN DATE: 1 2020 REVISIONS: 1. 2. 3. 4. FB,u�ildners L'1 ur 4408 Airport Road Plant City, FL 33563 Ph. (813) 3054300 Fax (813) 305-1301 fiF; D 181 ENGINEERING ASSOCIATES February 25, 2020 Building Department Ref: Lot:, Subdivision: Address: Model: . Truss Company: Date of drawings: Job No.: Wind Speed: Exposure: Truss Engineer: 249 Maitland Avenue, Suite 3000 Altamonte Springs, Florida 32701 P: (321)972-0491 F: (321)972-0484 1 E: info@fdseng.com Website: www.fdseng.com Adams Homes Lot 32 Blk 1 . Fort Pierce - Waterstone 8704 Merano Ave. 1720 B LHG %XIIIChy/ Builders First Source 2/20/20 2254612 160 C Thomas A. Albani To whom it may concern, RECEIVED MAY 0 7 7.020 Permitting Department St. Lucie County 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. �@0adtilolla®se�J If you have any questions, please do not A �tfb ca14& a o ••I- CC'• T0eee Sincerely, vi.•'.•• No a � • 19(94 r .o r � y tp ,,^^ 0. .0 .•Q.�O .� oo,r �-�aG��.%% 2/25/2020 Carl A. Brown, P.E. Luis Pablo Torr s;ll' Todd M. Born, P.E. FL. # 56126 FL. # 87864 FL. # 82126 "Doing Business with a Service Mindset and an Eye for Detail" Lumber design vafu s`are irraccordance with ANSI/TPI 1 section 6:3 . These truss .design," 6 lumber values established by others. MAY A 7n7n:jMiTek. .:. n Department,... ` Permitting . . RE: 2254612 - LOT 32/1 WATERSTONE:. MiTek USA, Inc.. .::..:Site Information::: Pa 6904 rke East.Blvd. a Fl g3 1 =4115 Customer Info: Adams Homes. Port St Lucie Project Name: 2254612 . Model: 1718$C.114 Lot/Block: 32/1 Subdivision: Waterstone-St Lucie County' Address: 8704 Merano Ave:, . : City: Fort Pierce .: State: FL Name Address and License.# of Structural Engineer of Record, If there is one, for the building. Name License # :.. Address: City: State: General -Truss Engineering Criteria & Design; Loads (Individual. Truss Design Drawings Show Special. Load! ng.Conditions):. : Design Code: FBC201 W P12014 .:. 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 40 individual,: 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 61 G15-31..003, section 5 of the Florida Board of Professional Engineers.Rules. No. Seal# Truss Name .:Date : •: No. Seal# : ::Truss Name.: Date . 1 T19470841 A01 2/20/20.. 23 T19470863 _C7V ..2/20/20 2. . , T19470842 A02S _ 2/20/20 24 . T19470864 E3 2/20/20 .. . . 3:.: _.T19470843 A03S :. 2/20/20 25- T19470865 E5 : 2/20/20 4 T19470844 A04. 2/20/20 26.. T19470866 E5P... 2/20/20 5 T19470845 A04A 2/20/20:: 27 T19470867 E7 2/20/20: 6 T19470846 A05 2/20/20 28 T19470868 . 'E08 .2/20/20 7 T19470847 A06 2/20/20:: 29 T194,70869 :EJ08 2/20/20: 8. T1,9470848 A07 2/20/20 3.0: T19470810 G01: _ : 2/20/20 9 ..:.T19470849 A08 2/20/20 31 T19470871 H3 .::- 2/20/20 10 .. T1:9470850 AM: .. 2/20/20 32, T.19470872 H5 .: 2/20/20 11 T19470851.: A10 2/20/20:: 33 T19470873 .H5P 2/20/20 .12 T19470852 1301 .2/20/20 .34 T19470874 .H7 2/20/20. 13 T19.470853 B02 :2/20/20 35 T19470875 H7V 2/20/20 14 :;. T19470854 B03 : : 2/20/20 36: T-19470876 K01: : 2/20/20 15 T19470855 C1 2/20/20 37 : T19470877 K02 2/20/20 ..16 T19470856 C1.P 2/20/20 38 T19470878. L07 2/20/20 .7 17 T1947085: C1 V 2/20/20 39 T19470879. L08 .2/20/20 18 T19470858 C3 2/20/20.. 40 T19470880 L09 .2/20/20 ... 19 . • T19470859 C3P . 2/20/20 20.:: T19470860 C3V 2/20/20 21 T19470861 C5 2/20/20 : 22 T19470862 C5V 2/20/20 The. truss drawing(s) referenced above have lieen.prepared by �% A� �i�� ..... MiTek USA, Inc. under my direct supervision based on the parameters `��.Z• • N Se-9,L� ��' provided by Builders FirstSource (Plant City, FL). . 39 80 Truss Design Engineer's Name: Albani, Thomas My license renewal date for the. state of Florida is February 28, 202 L= k . '0 IMPORTANT: NOTE: The seal on these truss component designs is a certification i S that the engineer named is. licensed in the jurisdiction(s) identified and that the ��.(�' • �`. QP .� ��: - designs comply with ANSI/TPI. 1. These designs are based. Upon parameters R 1 �� shown (e..g:, loads, supports, dimensions, shapes and design codes), which were ��j S "• • �� TRENCO's customers fi eOreferencerpu posect eeonly,� and was not taken into aion included is ccount n the �i N lilt. iven to MiTek . preparation of: these designs. MiTek orTRENCO has not independently verified the Thomas A.Alban! PENo.39380, applicability of the design parameters or the designs for any particular building. Before use, MITek USA ,;Inc. FL Cert 6634 the building.designer should verify applicability of design parameters and properly 6904 Parke East Blvd, Tampa FL 33610 incorporate these designs into the overall building .design per ANSIITPI 1, Chapter 2. Date: February 20,2020. Albani, Thomas.. 1 of 1 Job Truss Truss Type O}y Ply LOT 32/1 -WATERSTON E T19470841 2254612 A01 Roof Special Structural Gable - . 1 1 Job Reference (optional) Cimuers rrrslJOUrce Imam yity, r-L/; want Uty, t-L - 33bb/, _ . b.G4u S rep t 'LU2U MI I eK Industries, Inc. I nu hen zu 11:16:37 2u2u � Page 1 ID:v3HtyczpY..vZl 1 rn?gXrhK6yOc4g-ugdzW rtkO6BJXvUgACQ5968P.Yx9KVR2fM3XgA94G68 r1-4.0; 6-0-0 11-11-4 i9.0-0 19,2-0 25-1-13 31-3-11 38.0.0 39.4-Q 1-4-0' 6-0-0 5-11-4 7-0=12 0-�-0 5-11-13 6=1-13. 6-8.5 1-4-0 .. Scale = 1:70.2 5x8 = 6.00 .. 6 7 .. .. . ..30... ea 4x6 = ' . 1.5x8 STP = �5 24 23 .22 21 20 18-1018 18 17 16 .. .. . .. 3x6 ' 6x8.= 3x6:= .. .. 6 0 0 11-7-10 11-,1,1-4 19-1-13 19-2-0 27-9 2 38 0 0 . .. 6-0-0 5-7-10 0- .10 7-2-9 0- -3 B-7=2 - 10-2.14 Plate Offsets (X,Y)-- [5:0-1-9,Edge], [7:0-1-12,0-0-14], [11:0.1-9;Edge], [26:0-3-8,Edge], [26:0-1-12,0-0-0], [27:0-0-0,0-1-12]: LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc), . I/deft ' Ud PLATES : GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0:64 Vert(LL) -0.13' 27-28 >701 240 MT20 p 244/190 TCDL 7.0 Lumber DOC 1.25 BC:':.0'60 Vert(CT): -0.20 27-28 >461 180:. BCLL 0.0 '. Rep Stress Incr YES WB 0.46 Horz(CT) 0.64 . 14 n/a n/a BCDL 10.0 Code: FBC2017/fP12014: Matrix -AS a Weight:251 lb FT=20% LUMBER- BRACING- .. . TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 `Except' . BOT CHORD Rigid ceiling directly applied. .. ... 4-2917-25: 2x4 SP No.3: 22-25,14-22: 2x4 SP No.2. P WEBS 1 Row at midpt 8-24 WEBS 2x4 SP No.3. .. .:.. OTHERS 2x4 SP Nb:3 " REACTIONS.. :All bearings 18-10-0 except at=length) 2=0-8-0, 29=0 7-4. (lb) - Max, Horz 2=418(LC 11) Max Uplift . All uplift:100 lb or less at joint(s) 24, 20, 18, 17 except 2=-463(LC.12), 26=-107(LC 11), 23=-116(LC 12), 21=-162(LC 12), 19=-529(LC.12), 16= 221(LC „ 12), 14=-273(LC 12), 29=-567(LC 12): Max Grav All reactions 250 lb br less at joint(s) 25, 25, 24, 23, 21, 20, 18, 17, 14, 14 except 2=481(LC 1), 26=711(LC 17), 19=550(1_C 18), 16=312(LC 18), 29=960(LC .17) . . -FORCES. (lb) - Max. Comp:/Max. Ten. - All forces 250 (lb) a? less except when shown. TOP CHORD .2-3=-590/567, 3-4=-336/396, 4-6=-281/635, 6-7= 266/552, 7-8=,-270/722, 8-9==264/688. .. ... 9-10=-229/615, 10-12=-177/525, 12-13=-227/566, 13-14=-89/303 BOT CHORD 2-30=-322/463, 29-30=-322/463, 28-29=-646/477, 4-28=458/518, 7-26=-396/1 WEBS 3-30=0/269, 13719= 517/570, 3-29=-585/378. .. NOTES- 1) Unbalanced roof live loads have been considered forthis design. -. 2) Wind: ASCE'7-10; Vult=160mph (3-se6ond gust) Vasd=124mph; TCDL=4.20sf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=6ff; Cat._' 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 19-0-0, Exterior(2) 19; 0-O to 23=0-0, Interior(1) 23-0-0 to 39-4-0 zone;C-C for members and forces & MWFRS.for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss.only. For studs exposed to. wind (normal to the face), see Standard: Industry Gable End Details as applicable, or consult qualified building designer as.per:ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for. a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) *.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 = 10.0psf. 8) Lumber designated with a "P" is pressure -treated with preservatives. Plate. lateral resistance valbes,have been reduced 20% where, Thomas A: Alban) PE N6.36360 used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other. MiTek USA, Inc. FL Cert6634 be suitable treatment may usecljf it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion " protection is required, and.G185 galvanized plates maybe used with this design. Incising factors have not been considered for this 6904 Parke East Blvd. Tampa FL 33610 . design. Building designet "to verify suitability of this product for its intended use. Date: 9) Bearings are assumed to be: Joint 2 SYP No:2:crushing capacity of 565 psi, Joint 29 SYP N6.2 crushing capacity of 565 psi, Joint.. February 20,2020 . In car)acitv of 565 6si. Al, WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. IOIOW015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, note .. a. truss system. Before use, the building designer must verify The applicability of design parameters and properly Incorporate This design Into. the overall -building design. Bracing Indicated, is To prevent buckling of individual Truss web and/or chord members only. Additional.temporary'and permanent bracing.. MOW 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 trusses and truss systems, seeANSV711 Quality CrBada,'DSB-69 and BCSI Bu9ding Component 6904 Parke -East Blvd.. Safety Informafbnavailable from Truss Plate Institute, 2.18 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 ' Job Truss Truss Type qy. Ply LOT 32/1 WATERSTONE T19470841 2254612 A01 ' : Roof Special Structural Gable .. .. 1 1 Job Reference (optional) ' WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE'M11-7473 rev. f0/03/2015 BEFORE USE. - Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown, and is for an Individual 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 building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporaryand permanent bracing.. MiTek' is always required for stability and to prevent collapse with possible personal Injuryand property damage. For general guidance regarding the: .. p fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSI/Tpll Cuallh CAtoAa, DSB-69 and SCSI Building Component: 6904 Parke East Blvd. Safuty Informatlonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22914. Tampa, FL 33610 Job Truss Truss Type 03y Ply LOT 32/1 WATERSTONE K T19470842 2254612 A02S . ROOF SPECIAL 3 1 Job Reference (optional) ouuugrs rlrstJOUrce trlapt Ulry, rLJ1 r iani lily, rL - 00001, _ t5.Z4u s reo r zuzu MI I eK Inauslnes,:inC. I nu rep ZU 11:16:4Z Zulu rage 1 ID:v3HtyczpY.vZ11 rn?gXrhK6yOc4g-EdQsZZxtremcdgMezlOGsArlvynfAeMPV.LERrMzjG63 rl-4.0 6-7-10 8-8-0 12-9-13 18-0-12 19-0-P 25-2-3 31-3-11 38-0-0 1-4-0 6-7-10 2-0-6 4-1-13 5-2=15 11- 6-2-3 6-.1-8 . 6-8.5 3x6 = Scale =1:70.5 ' 6.00 12. ... 2 .. x4 11 5 6 5x6 i 24 23 5x6 22 1.5x8 STP'= 0 1�� .. .. .. .. ... 13 26' 12 1 ...10 .: 1. 58STP 36 4 3.00 12 : x = x = 2x 11 3x 6 3x6 — 6x8 —: 3x4 = .:. 8 8 0 18=0-12 18 -6 25-2-3 31-3-11 38-0-0 8-8-0 . 9-4-12 0- -10 6-9-13 6-.1-8 . 6-8--5 Plate Offsets (X,Y)-- [2:0-0-10,Edge], [4:0-3-0,0-3-0], [6:0-3-0,Edge], [7:0-3-0,0-3-0] LOADING (psf) SPACING- 2-0=0 CSI. DEFL. in (loc), I/defl Ud PLATES GRIP TUC 20.0 : : : Plate Grip DOL 1.25 TC 0: : Vert(LL) -0.21 14-15 >999 240 MT20-244/190 TCDL .7.0 Lumber DOL :. 1.25 .54 ... BC:,: 0.91 Vert(CT): : -0.42 14-15 >514 180 BCLL 0.0 Rep Stress Incir YES WB . 0.72 Horz(CT) 0.11 13 n/a n/a BCOL 10.0 Code.. FBC2017/TP12014 Matrix -AS Weight:106Ib FT=20 LUMBER- BRACING - TOP CHORD 2x4�SP No.2 TOP CHORD : Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* . BOT CHORD Rigid ceiling directly applied. 5-13: 2x4 SP No.3 .. WEBS 1 Row at midpt. 7-13 WEBS 2x4 SP No.3. REACTIONS. (lb/size) 2=680/0-8-0, 13=1535/0-7-4, 9--669/Mechanical Max Harz 2=412 LC 11 Max. Uplift 2=-579(LC 12), 13= 633(LC 12), 9=-487(LC .12) Max Grav 2=685(LC 21), 13=1544(LC.17), 9=789(LC 16) FORCES. (lb) - Max. Comp./Max: Ten. - All forces 250 (lb) or less except when shown... TOP CHORD 2-3=-1591/1380, 3-4=-1288/11591'4-5=-201/454, 5-6=-174/480,.6-7=-142/462, 7-8=-777/710,8-9=-1294/954 BOT CHORD. 2-15= 1112/1676, 14-15==365/4913, 13-14=-1116/407, 5-14=-532/55, 12-13=-306/573, 10-12=-705/11011.9-11101 WEBS 4-15=-499/1080, 4-.14=-767/664, 7-12=-172/515, 8-12=-609/500, 8-10=01257, 7-13=-893/580, 3=15=-434/445 ... 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=6.Opsf; h=25ft; B=45ft; L=40ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0,.Interior(1) 2-8-0 to 19-0-0,.Exterior(2).19-0-0 to 23-0-0, Interior(1) 23-0-0 to 38=0-0 zone;C-C for members and forces & MWF.RS 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 truss has been -designed for a live load of 20.0psf on the bottom chord in all, areas where a rectangle 3-&0 tall by 2-0=0 wide " will fit between the bottom:chord and any other members,. with BCDL = I O.Opsf. 5) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint:13 SYP No.2 crushing capacity of 565 psi.. 6) Refer to girder(s) for truss to truss connections:.: 7) Bearing atjoint(s) 2 considers parallel to grainvalue using ANSI/TPI 1 angle.to.grain formula. Building designer should verify capacity of bearing surface. . .... 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding.100 lb uplift at joint(s) except Qt=1b) 2=579, 13=633, 9=487. 9) This truss design requires that a minimum of 7/16" structural wood sheathing. be applied directly to the top chord and 1/2" gypsum sheefrock be applied directly to the bottom chord: Thomas A: Albani PE fJ6.39386 II USA, Inc. FL Cett6634 6164 Parke East Blvd. Tampa FL 33610 . Date: . February 20,202 0 :WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 1010312015 BEFORE USE; " Design valid for use onlywith MiiekO connectors. This design Is based only upon parameters shown, and Is for an Individual 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 building design. Bracing Indicated Is to prevent buckling 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 bracing of trusses and truss systems, seeANSI/iPll Quality Cdtaida, DSB-69 and SCSI Buading Component:. 6904 Parke East Blvd. Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss . . .. Truss Type o4y. Ply LOT 32/1 WATERSTONE Y T1947OB43 2254612 A03S" ROOF SPECIAL 7 1. 17208: Job Reference (optional) Duuuers mrstaourue tma!n yrty, rL)i riant Vlty, rL - J'JOol, _ _ _ _ ts.z4u s reD t zuzu MI I eK Inousines,:inc. t nu req zu l l :l ts:4a zuzu rage 1 . " "' ID:v3HtyczpYvZl1m?gXrhK6yOc4g-3nn7pcOeQUWILbgoJO6g6R5E7MgUaKEHtHhm2OzjG5z r1-4-0 ' 6-7-10 12-9-13 19.0-0 _25-2-3 31-4-6 38-0-0 1-4-0 6-7-10 6-2-3 6-2-3 6-2-3 6-2-3 6-7-10 . Scale = 1:67.8 5x6 6,00 F12 S .. .. ... : 5x6 i 23 24 - .. .. 5x6 4.. 6 2x4 2x4 �/ 3 7 22 1.5x8 STP = c" 2 ej 1 25 0 8 m N'. Ia :.. .. �.. ... _... .. p 18-3-10 12 11 3x6 = 6x8 = 5x8 2x4 � 3.00 12 3k6 = 8-8.0 15-6-11 18-10-419tQ-0 28-1-14 38-0.0 8-8.0 6-10-11. 3-3-9 0-1-12 9-1-14 9-10-2 Plate Offsets (X,Y)-- [2:0-2-7,Edge], [4:0-3-0,0-3-4], [6:0-3-0,0-3-0], [8:0-2-12,0-1-81, [9:0-2-9,0-2-4], [13:0-5-8,0-3r41, [15:0-4-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc), I/defl . Ud PLATES' GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0:94" Vert(ILL) : 0.62 14-15 >741 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC: :.0.94 Vert(CT): .: 0.78 14-15 >585 180 :. BCLL .0.0 *.' Rep Stress Incr YES WB . 0.88 Horz(CT) 0.37 . 8 n/a n/a BCDL 10.0 Code FBC2017lTPI2014: Matrix -AS Weightr212Ib FT=20%, LUMBER- BRACING- .. ... TOP CHORD 2x4:SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 'Except" . BOT CHORD Rigid ceiling directly applied. 2-18,8-10: 2x4 SP No.i WEBS- 1 Row at midpt. 9.13 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=1486/0-8=0,.8=1412/Mechanical Max Harz 2=412(LC 11) Max Uplift 2- 904(LC 12), 8=-786(LC 12): FORCES. (lb) -: Max. Comp./Max. Ten. -All forces:250 (lb) or less except when shown. TOP CHORD 2-3=-4684/2777, 3-4=4394/2602, 4-5=-2581/1714, 5-6=-2090/1434, 6-7=-2436/1598, 7-8=-2672/1714 BOT CHORD 2-15=-2425/4398, 14-15=-1430/2777, 13-14=-731/1803, 8-9=-1386/2352 . WEBS 3-15=r303/886, 4-15=-888/1797, 4-14=4049/787, 5-14=-666/113Q,9-T8= 1105/2124, 6-13=-519/453, 7-9=404/458, 5-13=-428/780 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=6:0psf; h=25ft; B=45ft; L=40ft; eave=6ft; Cat. 11;, Exp C; Encl., GCpi=0.181 MW FRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 19-0-0,. Exterior(2) 19-0-0 to 23-0-0, Interior(1)23-0-0 to 38-0-0 zone;C-C for members and forces & MWFRS 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 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 2-0=0 wide will fit between the bottom:chord and any other members. 5) Refer to girder(s) for truss to truss: connections. 6) Bearing at joirit(s):2 considers parallel to grain value using ANSI/TPI 1 angle, to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=904, 8=786. 8) This truss design requires that a minimum of 7/16".structural wood sheathing be applied directly to the top chord and 1/2" gypsum sfieetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Ina FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: . . .. February 20,2020 O :WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE'M11.7473 rev. 1010312015 BEFORE USE; ° Design valid for use only with. MITek® connectors. This design is -based only upon parameters shown, and is for an individual 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 building design, Bracing indicated is to prevent buckling 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 bracing of trusses and truss systems, seeANSVIPIi Quality Criteria, DSB49 and 1 I Building Component 6904 Parke East Blvd.. Safety Infonnatlonovalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oyy Ply LOT 32/1 WATERSTONE x T19470844 2254612 A04 Roof Special 6 J. Job Reference (optional) ouuutvtn ntatouutua trtatu �Ry, rt-l; riant ugly, rt_ - odop r, _ mz4u s reo r eueu MI t eK mausines, Inc.. I nu reo zu 11:16:bU zUZU: rage 1 ID:v3HtyczpYvZl.im?gXrhK6yOc4g-?AvuE12uy5nTbvzARR98BsBZgAW32EEaLbAt6vzjG5x r1-4 0 6 7 10 12-9-13 19.0-0 25-2-3 31-4-6 38-0-0 a9-4-q 1-4-0 6-7-10 6-2-3 6-2-3 6-2-3 6-2-3 6-7-10 . 1-4-0 Scale = 1:68.6 Sx6. 6.00 12: .. ... .. ... 5 5x6 i 23 . :. . 22 5x6 .. . 4 6 2x4 Q 2x4 3 7. " 1.5x8 STP = 21 P4. 1.5x8 STP = • 14 2 13 25 12 11 10 a�= . . 0 I 1 6x12.MT20HS3x4 = 3x6 3x4 = 6x12 MT20HS = . .. b 8 9 a' - J o .: ..' .. '. .:.. .. 5x8 Zzz 5x8 % 3:00 12 6-8 15-6-13 : 22-5-3 29-4.0 38 0 0 8-8-0-0 6-10-13 .. 6-10-6 6-10-13 8-8-0 Plate Offsets (X,Y)-- [2:0-2-7,Edge], [4:0-3-0,0-3-41,[6:0-3-0;0-3-4], [8:0-2-7,Edge] . LOADING (psf) SPACING- 2-0=0 CSI. DEFL. in (loc), I/defl Ltd PLATES, GRIP TCLL 20.0 : Plate Grip DOL - 1.25 TC 0:93 : Vert(LL) 0.73 13-14 >622 240 MT20 244/190 TCDL .7.0 Lumber DOL :. 1.25 BC: ..0.94 Vert(CT): -0.94 13-14 >486 180 :. MT20HS 187/143 BCLL .: .0.0 *.: Rep Stresslncr YES WB .0.85 Horz(CT)'. 0.59' 8 n/a n/a. BCDL 10.0 Code FBC2017/TP12014. Matrix -AS p Weight:.102 lb FT = 20 LUMBER- BRACING- .. ... .. . TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 2-14,8-10: 2x4 SP No.i WEBS 2x4 SP No;3, WEDGE Left: 2x4 SP No.3; Right.: 2x4 SP No:3 REACTIONS. (lb/size) 2=1478/0-&O, 8=1478/0-8-0 Max Harz 2=418(LC 11) Max Uplift 2=-906(LC 12), 8=-906(LC 12) :. FORCES. (lb).- Max. Comp./Max. Ten. -All forces:250 (lb) or less except when shown. TOP CHORD 2-3=-4725/2756, 3-4=-4432/2568, 4-5=-2555/1699, 5-6=-2555/1687, 6-7=-4360/2558',i: 7-8= 4651/2735 BOT:CHORD 2-14=-2322/4571, 13-14=-1321/2927, 11-13=684/1851, 10-11=-1370/2721,... .. 8-10=-2351/4197 . WEBS .5-11.=-642/1154; 6-11=-996/781, 6-10=-869/1678, 7-10=-310/388, 5-13=-633/1218, " 4-13=-1064/772, 4-14=-872/1831; 3-14=-297/386 NOTES-.. ... 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160niph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=6ft; Cat. 11; Exp.C; Encl., GC01=0.18; MWFRS (directional) and C C Exterior(2), -1-4-0 to:2=8-0, Interior(1),2-8-0 to 19.0-0, Exterior(2) 19-0-0 to 23-0-0, Interior(1) 23-0-0 to 39-4-0 zone;C-C for members and forces :&:MW FRS for reactions shown;.Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless:otherwise iridicated... " 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 othbr members, with BCDL = 10:Opsf: 6) All bearings are assumed to be SYP"No.2 crushing capacity of 565 psi: 7) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.. .:. 8) Provide mechanical connection (by others) of truss. to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=906, 8=906.. ... .: 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top Chord and 1/2" gypsum:: Thomas A: Alban) PE No.39380 ThoMiTem i E N6.634 sheetrock be applied directly to the bottom chord: USA, Inc. 6904 Parke East Blvd. Tampa FL 33610 . . Date: . ..February 20,2020 0 :WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 101=015 BEFORE USE Design valid for use only with MIT" connectors. This design is based only upon parameters shown• and is for an individual building component, not �" o.truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into. The overall building design. Bracing Indicated is to prevent buckling 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 bracing of trusses and truss systems, seeANSViPl1 Quality CrBorla, DSB-89 and SCSI Bullding Componont' . 6904 Parke East Blvd. Safety Informatlonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Csty. Ply LOT 32/1 WATERSTONE T19470845 2254612 A04A. . Roof Special 1 1. Job Reference (optional) ounue,b rnstavun:e tnant ytty, rL); rant tiny, rL - :1000f, .. _ . _ _ tf.z4U S re[) r zyzu mi i eK mausines inc. I nu reD zu 11:1 b:b2 2UPU rage 1 ID:v3HtyczpYvZl l m7gXrhK6yOc4g-xZl efz38Uj 1 BgD7ZYrBcGHGvG_CxW 6dtovfzBnzjG5v :.r1-4-0, 6-7-10 8-8-0 12-9-13 .18-4-0 19-Or0 22-2-0 - 29-4-0 31-4-6 , 38-0-0 a9-4-9 1-4-0' 6-7-10 2-0.6" 4-1-13 5=6-3 8- 3-2-0 7-2-0 2-0-6 . 6-7-10 1=4.0 Scale =.1:72.2 8x14 MT20HS I ... 6.00 F12 ... .. 2x4 I .. 6 7 3x4II .. .. .. .. 5x6' i 27 8 28 .: .. .. .. .. . 3x6 i .. 5x6 J . .. 2x4 4 6 15 9 2x4 i .. . .. SPir10 = .. to 26 1.5x8 STP = . � 2 eI 1 0 0 29 ur _ 11Im .. .. ... .. .. .. :' ..'.:. 5x8'G .:.MO 12 .. .. ... .. .. .. .. 5x8 Z .. 8-8-0 12-9-13 18-4-0 22-2-0 - 29.4-0 38-0.0 8.8-0 . 4-1-13 5=6-3 3.1070 7-2-0 8-8-0 Plate Offsets (X,Y)-- [2:0-2-7,Edge],[5:0-3-0,0-3-0]„[7:0-•1-12;Edge], [9:0-2-12,0-3-0], [11:02,7;Edge], [13:0-7-8,Edge], [15:0-3-4,0-4-0], [16:0-2-8,0-3-12]; [18:0-1-12,0-3-0], . . [19:0-4-0,Edgel LOADING (psf) SPACING- _ 2=0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL. 1.25 TC. : 0.93 Vert(LL) : .. 0.66 15-16 >459 240:. MT20 244/190 TCDL .. .7.0 .. Lumber DOL 1.25 BC . 0.91 Vert(CT). . -1.29 15-16 >353 180 MT20HS .. 187/143 BOLL0.0 * Rep.Stress Incr YES WB 0.98 Horz(CT) 0.91 :11: n/a. ' n/a BCDL. 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 229 lb FT = 20% LUMBER- BRACING; TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. ' 2-19,11-13: 2x4:SP No.1, 6-17,8-14: 2x4 SP N6.3, 15-16: 2x6 SP No',2 WEBS 1 Row at m[dot 13-15, WEBS 2x4 SP N6.3 *Except* 16-18;13-15: 2x4 SP No.2 " WEDGE. Left: 2x4 SP No.3, Right: 2x4 SP No.3'. . REACTIONS. (lb/size) . 2=1478/0-8-0, 11=1478/0-8-0 : .. Max Harz 2=418(4C 11) Max Uplift 2=-906(LC 12),:11=-90%LC 12) FORCES. (lb) - Max. Comp./Max, Ten. - All forces.250 (lb) or less except when'shown. TOP. CHORD 2-3=4603/27.12, 3-4= 4395/2585, 4-5= 307.1/1900, 5-6=-3740/2091, 6-7=73615%2156, 7-8=-5092/2964, 8-9= 5202/2826, 9710=-4440/2604, 10-11=-4604/2682 BOT CHORD 2-19=-2278/4352,'18-19=-1953/3998, 6-16=-85/321, 15-16=-1121/2989, 8-15=-280/407. .. 11-13=-2299/4149 WEBS 4-19= 574/1209, 4-1 8=- 1441/780, 5-18=-717/370, 16-18==1474/3140, 5-16=-14/594,: 7-16=-1037/1684,.13.15=-2277/4302, 9-15=7196/784, 9-13=-610/399, 7-15— 1544/2581, 3-19=-167/250 NOTES- .. . . .. . . 1) Unbalanced_ "roof live loads have beer, considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3=second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=6ft; Cat. II;: Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0,.lnterior(1) 2-8-0 to 19-6-0,.Exterior(2) 19-0-0 to 23-0-0, Interior(1) 23-0-0 to.39-4-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DQL=1.60 3) All plates: are, MT.20 plates unless otherwise indicated. 4) This truss "has been designed for a 10.0 psi bottom chord live load nonboncurrent with any other live loads.. 5) * 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 2-0-0 wide will fit between the bottom chord and any other members...' 61 All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s).2,-11 considers parallel to. grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Thomas ArAlbani PE N6.39380 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at•joint(s) except at=lb) . Mirek USA, Inc. FL Cert'6634 2=906, 11=906. 9) This truss design requires.that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and,1/2" gypsum 6604 Parke East Blvd. Tampa FL 33610 sheetrock be applied directly to the bottom chord. Date: . February 20,2020 . 0 WARNING -Verify design paramefers and READ NOTES ON THIS AND INCLUDED WEK REFERANCE PAGE M/F7473 rev. 1010312015 BEFORE USE. Design valid for use only.wlth MITek® connectors. This design Is based only upon parameters shown and is for an Individual building component, not o.truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling 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 bracing of trusses and truss systems,'seeANSVWII CualH�y Cdtedo,"DSB49 and BCSI Bullding Component: 6904 Parke East Blvd.. Safety Informatloncivailable from Truss Plate Institute, 2.18 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss a Truss Type C�ty. Ply LOT 32/1'WATERSTONE + T19470846 2254612 A05 ' Roof Special 1 1. Job Reference optional) ouiwota n.awuw ue tnant l 11y, rL/t rtnnt i,ny, rt_ - 0o001, o.44u s reo f Zllzll Mi I eK inousines, Inc. I nu reD zu 1 in ti:b3 zuzu rage 1 Z11r g rh y 092SNII6 p zl 5u ID•v3HtyczpYv n? X K6 Oc4g-OIbOtJ4nF Zir Up4tNXmFaP01ZPXjE 'G -7-10 12-9-1318-8-0 19 - 25-2-3 31-4-69-4- .. 62-3 .. 5-10-3 0-4- S-10-3 .. ... 6-2-3 "' . 6-7-10 1-4-0 .. .. .. . ... .. ... 04_0 .. .. Scale = 1:73.6 6x12:MT20HS = . 6.60 F12 5 Sx8 i 5x B ... .. ... .. ... .. .: . 236 4 . 2x4 -Z�_ 2x4 i 3: 7 1.5x8 STP = 21 24 1.5x8 STP = .. 14 ..25.. O m 2 '.. 13.. 12 11 . 10 1 �i9. B 9 Iv 1 6xl2 MT20HS = o' 3x4 = 3x6 = 3x4'= 6x12 MT20HS= d 5x8� •.. 3.00 12 .. .. .. ... 5x8 �. .. . 8-8-0 15-6-13 22-5-3 29-4-0 38-0.0 8-8-0. 6-10.13 6-10-6 6.10.13 8-8-0 Plate Offsets -- 2:0-2-7,Edge], 4:0-4-0,0-3-01, [6:0-4-0 0-3-0], [8:0-2-7,Edge] . . LOADING (psf) SPACING- 2-0=0 CSI. DEFL. in ([go). I/deft Lid PLATES. GRIP TCLL 20.0 : Plate Grip DOL 1.25 TC 0:94 : Vert(LL) 0.73 13-14 >623 240 MT20 244/190 TCDL7.0 Lumber DOL :. 1.25 BC:' :.0:94 Vert(CT)' -0.9413-14 >486 180:. MT20HS 187/143 BCLL 0.0 '. Rep Stress Incr YES WB . 0.89 Horz(CT) 0.69 8 n/a n/a. BCDL 10.0 Code FBC2017ITP12014: Matrix -AS .. Weight:192 lb FT = 20% LUMBER- BRACING- .. . TOP CHORD 2x4.:SP No.2 TOP CHORD - Structural wood sheathing directly applied. BOT CHORb 2x4 SP No.2 `Except' BOT CHORD Rigid ceiling directly applied. 2-14,8-10: 2x4 SP No.i WEBS 2.4 SP No.3. WEDGE Left: 2z4 SP, Na.3, Right: 2x4 SP No:3, .. REACTIONS. (lb/size) 2=1478/0-8.0, 8=1478/0-8-0 Max Horz 2=415(LC t 1) Max Uplift 2=-906(LC 12), 8=-906(LC 12) . " FORCES. (Ib) - Max. Comp./Max. Ten. - All forces250 (lb) or less except when:shown. TOP CHORD: "2-3=-4726/2812, 3-4=-4432/2626, 4-5=-2557/1748, 5-6=-2557/1754, 6-7=-4360/2648,' 7-8=-4651/2820 BOT CHORD 2-14=-2385/4569,.13-14=-1406/2925, 11-13=-725/1868, 10-11=-1440/2722, 8-10=72429/4197 WEBS 5-11=-670/1133, 6-11=-970/810, 6-10=887/1677, 7-10= 310/386, 5-13=-665/1195, 4-1 3=- 1037/805, 4-14=-881/1831, 3-14=-298/385 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160rriph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=6ft; Cat. II; Exp.C;, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to_2-8-0, Interiot(1) 2-8-0 to 19-0.0, Exterior(2) 19-0-0 to 24-7-14, Intetior(1) 24-7-14 to 39-4-0 zone;C-Cfor members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless:otherwise indicated... p 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:rriembers, with BCD = 10;Opsf: 6) All bearings ate. assumed to be SYP No:2 crushing capacity of 565 psi:: 71 Bearing at joint(s) ' 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ' capacity of bearing surface... 81 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=906, 8=906•. .. .. 9) This truss design requires that a minimum of7/16" structural wood sheathing: be applied directly to the top chord and 1/2" gypsum:,: Thomas A Albani PE No.38360 E N sheetrock be applied directly to the bottom chord.ThomMiTek .393 i USA, Inc. 6634 6804 Parke East Blvd. Tampa FL 33610 .:. Date: February 20,2020. :WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE M11-7473 rev, 1010312015 BEFORE USE " Design valid for use only. w.iTh MiTekC� connectors, This design is based only upon parameters shown, and is for an Individual bullding 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 - building design, Bracing indicated is To prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing . MiTek' is alwayssequired. 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 trusses and truss systems, seeANSVIPI1 Quality Cdtedo, DSB-69 and SCSI BuadNp Component.. 6904 Parke East Blvd. Safety Informationdvoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL .33610 Job Truss Truss Type guy Ply LOT 32/1WATERSTONE + T19470847 2254612 A06 Hip 1 1 Job Reference o tional warn �.,ny, rL - 00001, tl.z4U S r•eo / zUzu MI I eK Inousines, nc. I nu reD zu 11:16:b4 2U'LU rage 1 ID:v3HtyczpYvZl 1 m?gXrhK6yOc4g-ux9O4f5POKHv3 W HxgGD4LiLEBnt0_4YAGD84FgzjG5t r1-4-0 6-7-10 12-9-13 16-t3-0 21-4-0 25-2-3 31-4-6 38-0-0 a9-4-q 1-4-0 6-7-10 6-2-3 3-10-3 . 4-8-0 SIMN 6-2-3 6-7-10 1-4'-0 Scale = 1:70.8 6.00, 12 5xe = 5x6 =. s 6". 5x6 i 5x6 4 7 23 24 w - .. 2x4 Q 2x4 G� 3 8 1:Sx8 STP = 22 .25 1.5xB STP= 15 2 14 12 o 13 11 0 1 6x8 = - 3x8 = silo Iv N 0 4x6.= 5x6 = 0 3x4 = 5x83.00 :12 8-8-0 16-8-0 21-4-0 29-4-0 38-0-0 8-8-0 8-0-0 4-B.0 8-0-0 B-8-0 Plate Offsets (X,Y)-- [2:0-2-7,Edge1, [4:0-3-0,0-3-01, [5:0-6-0,0-2-81,[6:0-3-0,0-2-01,.[7:03-0,0-.3-01, [9:0-2-7,Edgel, [11:0-2-12,0-3-4], [15:0-4-0 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac). I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.74 14-15 >616 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC: 0:93 Vert(CT):'.-1.0214-15 >446 18b. BCLL 0.0 ' Rep Stress Incr YES WB 0.70, Horz(CT) 0.59" 9 n/a n/a. BCOL 10.0 Codea, FBC2017/TPI2014 Matrix -AS Weighty 199 lb FT = 20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 pTOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 2-15,9-11: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 " REACTIONS. (lb/size) 2=1478/0-8-01,9=1478/0-8-0 Max Harz 2= 371(LC 10) Max Uplift 2=7906(LC 12), 9=-906(LC 12) OuI LINUMU Z-Ia=-Za`J`J/4Ja /',.14-1b=-1 b4U/Z /'L`J, l'L-14=-`JtSb/LU/b, 71-1'L— 1'J/lLG69`J; .: 9-11= 2638/4213 WEBS 3-15=-319/398, 4=15=-947/1830, 4-14— 1034/837, 5-14= 550/897, 6-12=-519/833, 7-12=-968/841, 7-11==958/1717; 8-11=-331/398 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=6.Opsf; h=25ft; B=45ft; L=40ft; II; Exp,C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2),-1-4-0 to 2-8-0, Interior(1) 2-8-0 to 16-8-0, Exter 26-11-14; Interior(1) 26-11-14 to 39-470;zone;C-C for members and forces'&' MWFRS for reactions shown; Lumber D( 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall b will fit between the bottom chord andany other:niembers. - . 6) All bearings are assumed to be SYP"" No.2 crushing capacity of 56S psi. 7) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSVTPI 1 angle.to grain formula. Building designer shy capacity of bearing surface. " 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) e'xci 2=906, 9=906. 9) This truss design requires that a minimum of 7/16" structural woodsheathingbe' applied directly to the top chord and 1 sheetrock be applied directly to the bottom chord. 1; Cat. 8-0 to :)late ride y Im Thomas A. Alban! PE N6.39380 MiTek USA, Inc. FL Cart 6634 6604 Parke East Blvd. Tampa FL 33610 Date: February 20,2020 O:WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MMEK REFERANCE PAGE M167473 rev. f0/03F20f5 BEFORE USE, Design valid for use anty.wlth MiTek® connectors. This deslgn Is based only upon parameters shown, and is for an Individual bull ding 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 building design, Bracing indicated is to prevent buckling of Individual Truss web and/or chord members only. Additional temporary and permanent bracing T MOW Is alwayssequired. 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 trusses and truss systems, seeANSV711 Quality Criteria, DSB-89 and SCSI Buadtng Component . 6904 Parke East Blvd. Saliety, Infmrnationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Q}y. Ply LOT 32/1 WATERSTONE a T19470848 2254612 A07 Hip 1 1 Job Reference (optional) . . ouuaers nrstouurce triani Lrry, rLl, - riani t,iry, rL - 0000r, 6-7-10 6-2-3 2x4 3 /. 23 1.5x8 STP m 2 �1 0 6.00 12 tl.z4u s reD i zuzu MI i eK mausineS,.inc. I nu reD zu 11 in b:bb zuzu rage 1 ID:v3HtvczDYvZ11 m?aXrhK6vOc4a-aKG9VL6fYxXcJoRKnhGYQ7RaMbZFSzISiXdBKZziG5i 1-10-3 ' 4-4-0 4-4-0 '1-10-3 ' 5x6 5x6 i S 4 3x4 = 5x6 = 25 6 26 7 Scale = 1:70.8 5x8 :r- 3.00 .12 -'. ... . B-8-0 14•B-0 23-4-0 29-4-0 38-0-0 8-8-0 6-0.0 8-8-0 6.0-0 B-8-0 Plate Offsets (X,Y)-- [2:0-2-7,Edge], [4:0-3-0,0-3-4], [5:0-3-0,0-2-01, [7:0-3-0,0-2-0], [8:0-3-0;0-3-4], [10:0-2-7,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc). Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0,99 Vert(ILL) 0.73 15-16 >627 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC: ..0.95 Vert(CT) -0.95 13-15 >480 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB . 0.75 Horz(CT) 0.60 10 n/a n/a BCDL 10.0 Code. FBC2017ITP12014 Matrix -AS Weight::200 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 'Except . BOT CHORD Rigid ceiling directly applied. 2-16,10-12: 2x4.SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.-3_ REACTIONS. (lb/size) 2=1478/0-8-0, 10=147810-8-0 Max Horz 2=-330(LC 10) Max Uplift 2=7906(LC 12), 10=-906(LC 12) FORCES. _(Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD- 273=-4656/3145, 3-4=4353/2941, 4-5=-2683/2019, 5-6==2874/1812, 6-7=-2374/1821-1 7-8=-2683/2028, 8-9=-4353/2961, 9-10=-4653/3165" . BOT CHORD 2-16=-2707/4442;.15-16=-1571/2814; 13-15=-1358/2474, 12-13=-1602/2718,:. 10-12=-2746/4200 WEBS 3-16=-323/416, 4=16=-1018/1782, 4-15-=968/857, 5-15--826/1099,'6=15=-304/272, 6-13=-304/272, 7-13= 83O/1099; 8-13=-913/862, 8=12- 1030/1666, 9-12=-333/415 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=6.Opsf; h=25ft; B=45ft; L=40ft; eave=6ft; Cat. II; Exp.C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-71-4-0 to:2=8-0, Interior(1) 2-8-0 to 14-8-0,-Exterior(2) 14-8-0 to 20-3-14, Interior(1) 20-3-14 to 23-4-0, Exterior(2) 23-4-0 to 28-11-14, Interior(1) 28-11-14 to 39-4-0 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) All plates are MT20 plates: unless otherwise indicated.. . 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads. 6) *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 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 7) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2,'10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface: . 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=906; 10—_W& Thomas A. Albani PE N6.39380 10) This truss design requires that a minimum of-7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum, MiTek USA, Inc. FL Cert 6634 sheetrock be applied directly to the bottom chord. 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2020 WARNING - Verify desl n arameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PA' E.MII-7 73 v. 1 0 5 BEFORE .Q y g .p G 4 re W 3l ci USE Design valid for use only with MlTelc®connectors. This design is based only upon parameters shown, and is for an individual building Component, not building Nit o.truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into. the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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 bracing of trusses and truss systems,'seeANSVTpil Qual9Syy Criteria. DSB-89 and BCSI BuBding Component' Safety Infonnatlonavailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. M iTek' 6904 Parke'East Blvd. Tampa, FL 33610 Job Truss pTruss Type i O;y. Ply LOT 32/1 WATERS TONE T19470849 2254612 A08 Hip 1 1 Job Reference (optional) oun r --u— tr and —Ly, rLl-, r—., -Ly, -- JJUD/, D.G4U 5 reU / ZUZU IVII I UK If1UU5111U5,:If1G. I flu reu zU I I:ID:D/ euzu rage 1 ID:v3HtyczpYvZl l m?gXrhK6yOc4g-I WgXih7HJFfrw_OW LPnnzKZlx?v5BSScyBNks?zjG5q r1-4-0, 6-7-10 8-8-0 12-8-0 19-0-0 25-4-0 29-4-0 31-4-6 38-0-0 39-4-q 1-4-0 6-7-10 2-0-6 4.0-0 6-4-0 '. 6-4-0 4-0-0 2-0.6 6-7-10 1-4-0 Scale = 1:68.9 5x6 = 3x8 = 5x6 = 26 :27:28 29 7 6.00 12 3x6 3x6 .4 8 2x4 5- 2x4 30 m 3.25 9 v. cc 24 31 1.5x8 STP= 1.5x8 STP= 17 16 14 13 12 O 1.1 2 6x8 = 5xB = 15 4x6 — 2x4 11 0 5x8 = 6x8 = 10 1? c� Io 11 Sx8 SirB 3.00 12 B-B-0 12-8-0 19.0-0 25-4.0 29-4-0 38-0-0 8-8-0 4-0.0 6-4-0 6-4-0 4-0-0 8.8-0 Wets (X,Y)-- [2:0-2-7,Edge], [5:0-3-0,0-2-0], [7:0-3-0;0-2-0], [10:0-2-7,Edge], [12:0-4-0,Edge], [17:0-4-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc), I/defl Ud PLATES. GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1:00 " Vert(LL) 0.73 : 14 >628 240 MT20-244/190 TCDL 7.0 Lumber DOL 1.25 BC.. 0:91 Vert(CT) -0.92 14-16 >494 180 BCLL 0.0 '. Rep Stress Incr YES WB . 0.63 Horz(CT) 0.60 . 10 n/a n/a. BCDL 10.0 Code. FBC2017rrP12014 Matrix -AS Weight: 193 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD . Structural wood sheathing directly applied. BOT CHORb' 2x4 SP No.2 'Except' . BOT CHORD Rigid ceiling directly applied. 2-11,10-12: 2x4 SP No.i WEBS 2x4 SP No.3. WEDGE Left: 2k4 SP No.3, Right: 2x4 SP No:3 REACTIONS. (lb/size) 2=1478/0-8=0, 10=1478/0-8-0 Max Harz 2=-289(LC 10) Max Uplift 2=7906(LC 12), 10=-906(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4602/3141, 3-4=-4393/3035, 4-5=-3057/2184, 5-6==2741/2055, 6-7=-2741/2065, 7-8=-3057/2196, 8-9=-4393/3055, 9-10=-4602/3161 BOT CHORD 2-17=-2696/4216,.16-17=-2387/3868; 14-16=-1176/3088, 13-14=-1776/3088, 12-13=-2426/3860, 10-12=-2735/4148 WEBS 4-17=-647/1173, 4-16=-1429/.1024, 516=-652/1084, 6-16=-579/367, 6-14=0/260, 6-13=-579/367, 7-13=-657/1084, 8-13=-1354/1033, 8-12=-655/1118 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=6.Opsf; h=25ft; 6=45ft; L=40ft; eave=6ft; Cat. ll; Exp,C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2).-1-4-0 to:2=8-0, Interior(1) 2-8-0 to 12r8-0, Exterior(2) 12-8-0 to 18-3-14, Intedor(1) 18-3-14 to 25-4-0, Exterior(2) 25-4-0 to 30-11-14, Interior(1) 30-11-14 to 39-4-0 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 fog 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 th6 bottom chord and any other members. 6) All bearings are, assumed to be SYP No.2 crushing capacity of 565 psi: 7) Bearing 'at joint(s)' 2, 10 considers parallel to grain value using ANSI/LPI 1 angle to grain formula: Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=906, 10=906. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum. Thomas A. Albani PE No.38380 sheetrock be applied directly to the bottom chord. MTek USA, Inc. FL Nrt 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: ..February 20,2020 WARNING - Verif desl n arameters and READ NOTES ON - y g p THIS MREK REFERANCE PAGE Mll7973 rev, fo/o3/2015 BEFORE USE Design valid for use only, with MITek® connectors, This design Is based only upon parameters shown, and Is for an individual 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 building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing . Is alwayssequired for stability and to prevent collapse with possible personal Injury ond:properfy damage. For general guidance regarding the . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPII Quality Cdteda, DSB-89 and SCSI Building Component Safety Infonnatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ��- A MOW 6904 Parke East Blvd.. Tampa, FL 33610 Job Truss Truss Type Q;y Ply LOT 32/1 WATERSTONE 4 T19470B50 2254612 A09 Hip_ 1 1 Job Reference (optional) ouuaers mrstoaurce trlani ldiy, rLJ; riam lily, rL - JJbbf, b.z4u S reD / zuzu mi I eK Inausmes, Inc. I nu reD zu 1 in tj:bb zuzu rage 1 I D:v3HtyczpYvZl l m?gXrhK6yOc4g-miOvwl 8v4ZnKYBbjv610W YW yBOEOwuz1Br6lORzjG5p r1-4-0, 6-7-10 81 10-8-0 16-2-11 21-9-5 27-4-0 29-4-0 31-4-6 38-0-0 a9-4-q 1-4-0 6-7-10 2-0-6 2-0-0 5.6-ti 5.6-11 5-6-11 2-0.0 2.0-6 6-7-10 1-4-0 Scale = 1:68.9 5x6 = 2x4 I �5 6.00 12 3 24 1.5x8 STP = 23 co 01 2 5x8 % 3.00 F12 16 15 6xB = 3x4 = 3x4 = 5x6 = 5x6 = 26 5 6 27 �28 3x6 8. 14 13 12 -it " 3x8 MT20HS = 3x8 = 6k8 = 3x4 m ao 29 m 30 1.5x8STP= o 0 g 10 T N Io 5xB 8-8-0 10.8.0 19.6-0 27-4-0 29-4-0 38-0-0 8.8-0 0 8-4-0 8-4-0 2.0.0 8-8-0 Plate Offsets (X,Y)-- [2:0-2-7,Edge], [4:0-3-0,0-2-01, [6:0-3-0,0-3-01,[7:0-3-0,0-2-01,-[9:0-2-7,Edgel, rl1:0-4-0,Edge], [16:0-4-O,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc), I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.78 13 >585 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC . 0.99 Vert(CT) -1.04 12-13 >440 180' MT20HS 167/143 BCLL 0.0 Rep Stress ]nor YES WB 0.67 Horz(CT) . 0.61 9 n/a n/a BCDL 10.0 Code. FBC2017/TP12014 Matrix -AS Weight: 182 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4'SP No.1 *Except* TOP CHORD. Structural wood sheathing directly applied. 4-6,6-7: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.1 *Except* 14-16,11-14: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1478/0-8-0, 9=1478/0-8,0 Max Horz 2=247(LC 11) Max Uplift 2=-906(LC 12), 9= 906(LC 12) FORCES.- (lb) = Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=-4546/3088, 3-4==4444/3306, 4-5=-3238/2328, 5-6=3931/2737, 6-7=-3237/2339, . 7-8= 3587/2590, 8-9= 4539/3095 BOT CHORD 2-16=-2623/4089, 15-16=-1860/3214, 13-15= 2339/3863, 12-13= 2351/3863, l l-12=-2523/3892, 9-11=-2647/40B2 WEBS 3-16=-328/535, 4-16=-1258/1553, 4-15=-302/611, 5-15=-845/638, 6-12=-843/639, 7-12=-1054/1426, 8-12=-1174/1052, 8-11=-564/1005' NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10;:Vdlt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=40ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS .(directional) and C-C Exterior(2) -14-0 to 2-8-0, Interior(1) 2-8=0 to 10-8-0, Exterior(2) 10-8-0 to 16-2-11, Interior(1) 16-2-11 to 274-0, Exterior(2) 27-4-0 to 32-11-14, Interior(1) 32-11-14 to 39-4-0 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) 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) *This truss has been designed for a live' load of 20.Opsf on the bottorn 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) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. .. ... 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) Thomas A Albani PE No.39380 2=906, 9=906. M[Tek USA, Inc. FL Cert 6634 10) This truss design requires that.a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2 gypsum 6904 Parke East Blvd, Tampa FL' 33610 . sheetrock be applied directly to the bottom chord. Date: February20,2020 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MIiEK REFERANCE PAGE 111II-7473 rev. 10/0=2015 BEFORE USE. Design valid for use only. with MITek® connectors, This design Is based only upon parameters shown, and is for an Individual bull ding 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 building design. Bracing Indicated Is to prevent buckling 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 Injuryand:property damage. For general guidance regarding The . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVMII Quality Criteria, DSB49 and SCSI Buading Component. 6904 Parke East Blvd. Safety Informatbnovalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type O)y Ply LOT 32/1 WATERSTONE r T19470851 2254612 A10 HIP GIRDER 1 3 Job Reference (optional) ounueia niaiouurco lnaui uuy, 11), nar Il any, r'L - 00001, 8.-e'W 5 rep I ZUZU rill I eK InaU5Ine5, Inc. I nu rep ev l l:l t:uu zueu rage i l m?gXrhK6yOc4g-i5W gL3j9AbAl2nRk5OXKUbzbRtC2sOpr2e8bOTKzj G5n 1 3-10-44-0, 114 12ID:v-3HtyczpYvZl 4-112 0 3-5-5 689-0-0 48r1-4 4- 3-0-0 - 4 ' Scale=.1:68.9 7x10 2x4 II 7k10 = 2x4 6.00 12 4 26 27 28 529 30 , 31 6 32 33 734 35 36 37 8 7x10 3x4 G 3x4 m 3 9 N 44 1.5x8 STP = 1.5x8 STP = 18 17 15 14 13 . 2 38 39 _ 4016 41 42 43 44 45 10 IN 5x8 = 01 6x12.MT20HS- 2x4 I 5xB = 6xB = m 11 Ia 19 12 6 2x4 11 5x8 = 2x4 11 5x8 3.00 12 5x8 zz 4-6-11 8.8-0 12.10-14 19-0-0 24-1-2 29-4-0 33-5-5 38-0-0 4-6-11 5-2-14 5.1-2 5-1-2 5-2-14 4-1-5 4-6-11 Plate Offsets (X,Y)-- [4:0-1-12;Edge], [6:0-5-0,0-4-81, [13:0-2-8,0-1-81, [18:0-6-4,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)" Vdefl Ud PLATES GRIP TCLL 20.0 - - Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.89 15 >513 240 _ MT20-244/190 TCDL 7.0 Lumber DOL ' . 1.25 BC . 0.39 Vert(CT). -0.89 15 >514 180. MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(CT) 0.44 10 n/a n/a BCD.L 10.0 Code FBC2017/TPI2014 Matrix -MS Weight::693 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 4-6,6-8: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No. 3 REACTIONS. (lb/size) 2=3840/0-870, 10=384010-8-0 Max Horz 2=206(LC 7)' Max Uplift 2= 2857(LC 8), 10=-2857(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. . TOP CHORD 2-3=-13431/9713, 3-4=-14630/10718, 4-5_ 16973/12533, 5-6=-16970/12530', 6-7=-16970/12530, 7-8=716974/12533, 8-9=-14630/10719, 9-10— 13431/9713 BOT CHORD 2-19=-8684/12193, 18-19=-8818/12369, 17-18=-9331/13080, 15-17= 13218/18313, 14-15=-13218/18313,.13-14=-9332/13080, 12-13=-8818/12369; 10-12=-8684/12193 WEBS 3-19=-651/598, 3-18=-1327/1385, 4-18=-3358/4613, 4-17= 3157/4351, 5-17=-606/353, 6-17=-1555/1143, 6-15=-613/642, 6-14=-1555/1144, 7-14=-606/354; 8-14=-3158/4351, 8-13=-3358/4613, 9-13=-1356/1385, 9-12= 651/598 NOTES- 1) &ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc, 2x6.2 rows staggered at Or9-0. oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1. row at 0-9-0 00, Except member 18-4 2x4 - 1 -row at 0-7-0 oc, member 13-8 2x4 - 1 row at 0-770 oc. 2) All loads are considered equally applied to all plies, except if noted as front (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=6.Opsf; h=25ft; B=45ft; L=40ft; eave=6ft; Cat. ll; Exp;C;,Encl.;,GCpi=0.18; MWFRS (directional); Lumber DOL=1.60:plate g(ip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 81 ' This truss has been designed for a live load of 20.0ps'f 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. 9) All bearings are assumed to be SYP'No2 crushing capacity of 565 psi. Thomas A Albani PE N6.38380 10) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSVTPI 1"angle to grain formula. Building designer should verify MiTe k USA, Inc. FL Cert6634 MiTeParke capacity of bearing surface. - - 11) Provide mechanical connection -(by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) East Blvd. Tampa FL 33610' 2=2857, 10=2857. Date: February 20,2020 0 WARNING -Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE: ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual 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 building design. Bracing indicated isto prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mffek' Is always required for stability and to prevent collapse with possible personal lnjury.and:property damage. For general guidance regarding the: fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSVTP11 Quality Criteria,'DSB-89 and BCSI BuOdIng Component' 6904 Parke'East Blvd. Safety Informatlorrovaliable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type qty Ply LOT 32/1 WATERSTONE T19470851 2254612 A10 HIP GIRDER 1 3 Job Reference o tional ouuueia rnswuwue innnl tidy, ru/, MUnl Uiry, rL - 30Do/, 7j.z4u S rep 12U2u MI I eK Inaustnes,:inc. I nu he0 2u 11:1 /:uu 2uzu- rage 2 ID:v3HtyczpYvZ11 m?gXrhK6yOc4g-i5WgLj9AbAl2nRk50XKUbzbRtC2sOpr2e8bOTKzjG5n NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 125 lb down and 61 lb up at 10-8-12, 125 lb down and 61 lb up at 12-8-12, 125 lb down and 61 lb "up at 14-8-12, 125 lb. down and 61 lb up at 16-8-12, 125 lb down and 61 lb up at :18-8-1.2, 125 lb down and 61 lb up at 19-3-4, 125 lb down and 61 lb up at 21-3-41125 lb down and 61 lb up at*23-3-4, and 125 lb down and 61 Itoup at 25-3-4, and 125 lb down and 61 lb up at 27-3-4 on top chord, and 1168 lb down and 966 lb up at: 8-8-0, 169 lb down,and 217 lb up at 10-8-12, 169 lb down and 217 lb up at 12-8=12, 169 lb down and 217 lb up at 14-8-12, 169 Ito down and 217 lb up at 16-8-12, 169 lb down and 217'Ib up at 18-8-12,169 Ib.down and 217 lb up at .19-3-4, 169 lb down and 217Ib up at 21-3-4, 169 Ito down and:217 lb up at 23-3-4, 169, lb down and 217 lb up at 25-3-4, and 169 lb down and 217 lb up at 27-3-4, and 1168 lb down and 966 lb up at 29-4-0 on bottom chord. The design/selectiorl of such connection devices) 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: 1-4=-54, 4-8=-54, 8-11=-54, 18-20= 20, 13-18=-20, 13-23=-20 . Concentrated Loads (lb) Vert: 18=-1168(F).13==1168(F) 6=-139(F) 15= 338(F)'26=-70(F) 28=-70(F) 30=-70(F) 31=-70(F) 32= 70(F).33==70(F) 35=-70(F) 37=-70(F) 38=-169(F) 39=-169(F) 40=-169(F) 41=-169(F) 42=-169(F) 43=-169(F) 44=-169(F) 45=-169(F) Q :WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. ° Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual 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 building design, Bracing Indicated is 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 with possible personal Injury.and:property damage. For general guidance regarding the : fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSVrP11 GualB�yy Cdterlo,'DSB-89 and BCSI BuIldtng Component . 6904 Parke East Blvd., Safety Infonnatlorrvailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22$14. Tampa, FL 33610 Job Truss Truss Type Q,ty Ply LOT 32/1 WATERSTONE T1947OB52 2254612 B01 Hip Girder 1 2 Job Reference (optional) tfunaers virsRAOurce kviani uny, t-L); Ylant r lly, rL - 33bb/, 6.240 S t-eb [ 202U Mi I eK Inaustnes, Inc. I hU t-eb 2U 11:17:0L 202U F'age 1 I D:sKKHvj4Ck9imdNUr8t11GtzjGwT-fUdQIOBQ7nHm11 uU8yNygbhiLOeRsgXL6S4VXCzjG51 5-1-5 9-9-0 10-11-0 , 15-6-12 20-8-0 . 4-7-12 1-2-0 4-7-12 5-1-5 8x6 = _ Scale = 1:39.2 5x6 = 3 4 ... .. .. ... 1 Bx12 MT20H5 ' — 3x8 I I 6x12 MT20HS = 7xl0 = x HTU26 HTU26 .. 3x8 I C 6x12 MT20HS 1.5xB STP = HTU26 HTU26. 7xl0 = HTU26 HTU26 HTU26 HTU26 5-1-5 9-9-0 10-11-0 15-6-12 20.8-0 5-.1-5 . 4-7-12 1-2-0 . 4-7-12 5-1-5 Plate Offsets (X,Y)-- [1:0-4-7,Edgel,[3:0-3-8,0-2-41,.[4:0-3-8;0-2-41[6:0-4-7,Edge),.[7:0-4-12,0-1-81, [8:0-3-8,0-4781, [9:0-3-8,0-4-81, [11:0-4-12,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc). Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL . 1.25 TC • 0.64 Vert(LL) 0.30 7-8 >816 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.35 7-8 >710 180 .. MT20HS 187/143 BCLL .0.0 ' Rep Stress Incir NO WB 0.83 Horz(CT) 0.11 6 n/a n/a. BCDL 10.0 Code: FBC2017/TPI2014: Matrix -MS Weight:.239 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 `Except' TOP CHORD Structural wood sheathing directly applied or 3-7=11 oc purlins. 3-4: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-3-6 oc bracing. ' BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 WEDGE Left: 2k4 SP. No.3; Right: 2x4SP No.3, REACTIONS. (lb/size) 1=8111/0-8-0, 6=8139/0-8-0 Max Harz 1=-20.1(LC 6) Max Uplift 1=-4530(LC 8), 6=-4973(LC 8), FORCES. (lb) - Max. Comp./Max. Ten. -.All forces:250 (lb) or less except when shown. TOP CHORD- 1-2=-14918/8717, 2-3=-10063/6147, 3-4=-9065/5629, 4-5==10062/6149, 5-6=-14885/9076 BOT CHORD 1-11=-7723/13349, 9-11=•7723/13349, 8-9=-5326/9065, 7-8=-8052/13318, 6-7=-8052/1331 & . WEBS 2-11=-2132/4129, 2-9=-5002/2795, 3-9=-2611/4349, 4-8=-2623/4354, 5-8=-4967/3167, 5-7=-2442/4101 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.' 2) All loads are considered equally applied to all plies, except if noted as -front (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: ASIDE 7-10; Vuit=166mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=B:Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. ll; Exp C; Encl., GCpi=0,18; MWFRS (directional); Lumber DOL=1'.60 plate grip DOL=1.60 5) Provide adequate: drainage to prevent water.po.nding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 2-0.0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 1=4530,6=4973. 10) Use Simpson Strong -Tie HTU26 (20-10d Girder, 14-10dx1 1/2 Truss,, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 5-442 from the left end'to 194-12 to connect truss(es)'to'front face of bottom chord: 11)'Fill all nail holes where:hanger'is in contact with lumber. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1495 lb down and 673.Ib up at 1-4-12, and 1495 lb down and 673 lb up at 34-12 on bottom chord.. The design/selection of such connection'device(s) is the Thomas A. Albani PE N6.36380 MiTek USA, Inc. FL Cert 6634 064 paike East Blvd. Tampa FL 33616 . Date: February 20,2020 others. WARNING - Verl1 design arar6eters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. f0/03/2015 BEFORE USE. Y P - Design valid for use only.w.ith MTeklai connectors. This design Is based only upon parameters shown. and Is for an individual 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 building design. Bracing indicated is to prevent buckling 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 bracing of trusses and truss systems, seeANSVIPII Guallty Criteria, DSB-89 and BCSI BuOdhtp Component 6904 Parke•East Blvd. Safety Informatblavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. .. Tampa, FL 33610 Job Truss Truss Type Q)y ply LOT 32/1 WATERSTONE T19470852 2254612 B01 Hip Girder 1 2. Job Reference (optional) ounu_ eia nmtauurce tnant t [Ly, r-L)� rmnt t.,ny, rL - 00001, tl.Z4U 5 reo r ZUZU MI 1 eK Inausines, Inc. i nu reo ZU 11:1 /:UZ ZUZU rage Z I D:sKKHvj4Ck9imdNUr8t11GtzjGwT-fUdQlOBQ7nHm1I uU8yNygOhiLoeRsgXL6S4VXCzjG51 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced); Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4=-54, 4-6=-54, 1-6=-20 Concentrated.Loads (lb) Vert: 11=-1466(F) 7=-1466(F) 16=-1495.17=-1495 18=-1466(F) 19=A466(F) 20=-1466(F) 21- 1466(F) 22= 1466(F) 23=-1466(F) 0:WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mltek® connectors. This design is based only upon parameters shown, and is for an Individual 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 building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing. Meek' Is alwoys:required for stability and to preventcollapse with possible personal injury.and:property damage. For general guidance regarding the . ' fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII Quality Criteria. DSB49 and SCSI Building Component. Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, A exandria, VA 22314. . 6904 Parke'East Blvd. Tampa, FL 33610 Job Truss p Truss Type ON Ply LOT 32/1 WATERSTONE T19470853 2254612 B02 Hip 1 1 Job Reference (optional) ouuuera rnarouurce trmnt uriy, rL/, - riani i.riy, rL - 0a001, MZ41.1 S reD T zuzu MI I eK InauSineS, Inc. I nu reD zu 11:1 T:u2 2uzu rage 1 ID:sKKHvj4Ck9imdNUrBt11GtzjGwT-fUdQlOBQ7nHm11uU8yNygOhk9OgKsgW L6S4VXCzjG51 4-9-4 9-0-6 11-8-0 15-10-12 20-8-0 4-9-4 ' 4-2-12 . 2-8-0 4.2-12 4-9-4 Scale = 1:37.2 4x6 = 5x8 = 3 4 3x6 = 3x8 = 3x6 = 3x4 = 3x6 = 9.0-0 11-B-0 20-8-0 9.0-0 2-8-0 9-0-0 Plate Offsets (X,Y)--[1:0-6-0,0-0721,[4:0-6-0,0-2-8],[6:0-2-12,0-1-81 LOADING (psf) SPACING- 2-0=0 CSI. DEFL. in (loc) I/defy Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0:46 Vert(LL) -0.14 7-15 >999 240 MT20 244/190 TCDL 7.0 LumberDOL' 1.25 BC. ..0.65 Vert(CT) . -0.31 7-15 >809 180 . BCLL . 0.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code. FBC2017lfP12014 Matrix -AS Weigfit:.99Ib 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. . WEBS 2x4 SP No.3 REACTIONS. (lb/size). 1=765/0-8-0, 6=765/0-8-0 Max Horz 1=-186(LC 10) Max Uplift 1=-431(LC 12), 6=-431(LC 12) FORCES. (lb) - Max. Comp./Max: Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1331/1100, 2-3— 1045/842, 3-4= 886/837, 4-5=-1044/841, 5-6=-1331/1100 BOT CHORD 1-9=-923/1203, 7-9=-486/885, 6-7=-901/1177 WEBS 2-9= 388/472, 3-9=-191/300, 4-7=-148/300, 5-7=-391/473 NOTES- 1) Unbalanced roof live loads have been considered for this design. ... 2) Wind: ASCE 7-10; V.61t=160rnph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. ll Exp C; Encl., GCpi=0:18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 4-0-0, Interfor(1) 4-0-0 to 97070, Exterior(2) 9=0-0 to 17-3-1'4, Interior(1)� 17-3-14 to 20-8-0 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 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 th,e,bbttom chord and. any other:members. 6) Provide mechanical connection (by others)'of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 1=431, 6=431. 7) :This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.38380 Mi rek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 3361(t . Date: February 20,2020. PAGES BEFORE USE. WARNING - Verifydesign arameters and READ NOTES ON THIS AND INCLUDED RE g p M KREFrs " Design valid for use only, with MITek®connectors. This design is based only upon parameters show and is for an Individual building component, not idual)bull show for an Individual a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated'is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing NOW 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 bracing of trusses and truss systems, seeANSVIPII Quality Cdlerla,'DS1349 and SCSI Buadtng Component. 6904 Parke East Blvd. Safety Informationavallabie from Truss Plate Institute, 2.18 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qly fly LOT 32/1 WATERSTONE T19470B54 2254612 B03 Hip Girder 1 1. Job Reference (optional) ouiwcis n,aWuu,ce tr,dnl �riy, 1Lh rrdrll idly, rL - 0000i, O.44a s reo r ZYeu IVII I eK Inuusines, inc. 1 nu reo zu 1 i:i im4 zuzu rage l ID:sKKHvj4Ck9imdNUrBt11GtzjGwT-bslAA4CgfPXUG32sFN PQIpm_UpKS KhgeZmZcc54G5j 1-4.0 7-0.0 10-4.0 13-8.0' 20-8-0 22-0.0 1-4-0 ' 7-0-0 3.4-0 3-4-0 7-0-0 1-4-0 Scale = 1:38.0 " Special 4x6 = NAILED Special NAILED 3x4 = NAILED 4x6 = " 3 17 1 B 4 19 20 5 Io'. 4x6'= NAILED NAILED 4x6 = 3x4 = .3x4 = 44 x6 Special Special 7.n.n _ va.a.n ... on-a.n m 0 m LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (lop): . I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.17 10-13 >999 240 MT20 - 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.27 : B-10 >905 180 BCLL 0.0 ' Rep Stress Incr NO WB ".0.33 Horz(CT) 0.07 6 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 92 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 $P Nd.1 *Except* TOP CHORD Structural wood sheathing directly applied. 3-5: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or4-10-1 oc bracing. BOT CHORD' 2x4 SP NOA WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1625/0-8-0, 6=1625/0-8-0 Max Horz 2=172(LC 7) Max Uplift 2=-1039(LC 8), 6=-1039(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.. TOP CHORD 2-3=-2993/1734, 3-4=-2644/1645, 4-5=-2644/1645, 5-6=-2993/1734 BOT CHORD 2-10=-1354/2682, 8-10=-1579/2872, 6-8=-1354/2603 WEBS 3-10=-264/881, 4-10= 371/427, 4-8— 371/427, 5-8— 264/881 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=6.0psf; h=25ft; B=45ft; L=40ft; eave=51ft; 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 waterpdnding. 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) Provide mechanical connection (by others) of truss to.bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=1039, 6=1039. 7) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 329 lb down and 408 lb up at 7-0-0, and 329 lb down and 408:lb up at 13-8-0 on top chord, and 373 lb down and 123 Ib:up at 7-0-0, and 373 lb down and 123 lb up at 13-7-4 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=-54, 3-5=-54, 577=-54, 11-14=-20 Concentrated Loads (lb) Vert:3=-165(F) 5=-165(F) 10=-361(F) 4=-117(F) 8=-361(F) 17=-117(F) 20= 117(F) 21= 59(F) 22=59(F) 23=-59(F) Thomas A. Albani PE N6.36360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610' Date: February 20,2020 :WARNING -Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE. * Design valid for use onlywith MiTeW connectors, This design Is based only upon parameters shown, and Is for an individual 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 building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing . NNW 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 bracing of trusses and truss systems, seeANSVIPll Quality Cdterla, DSB-69 and SCSI BuAding Component: 6904 Parke East Blvd. Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qfay Ply LOT 32/1 WATERSTONE 0, T19470855 2254612 C1 Jack -Open 8 1 Job Reference (optional) t5.z iu s rep r zy?u MI I eK Inauslnes, rnc. I nu rep zu 1 in /:u4 zuzu rage 1 , ID:v3HtyczpYvZ11 m?gXrhK6yOc4g-bsIAA4CgfPXUG32sFNPQIpmBHp W KKmzeZmZcc5zjG5j 0-11-4 0-11-4 oununia nistauwcn tnant uny, rL/, rmnt t.rty, rL - 30=1, :-1-4-0 .1-4-0 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc), I/de.fl Ud PLATES : GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.00- 5 >999 240 MT20 244/190 TCDL .7.0 Lumber DOL 1.25 6C' :.0.04 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00. Horz(CT) 0.00 4 n/a n/a. BCDL 10.0 Code. FBC2017ITP12014. Matrix -MP Weightr5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD _ Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size). 3= 3/Mechanical, 2=158/0-8-0; 4=-15/Mechanical Max Harz 2=91(LC 12) Max Uplift 3=-3(LC 1), 2=-227(LC 12), 4— 1'5(LC'1) 'Max Grav 3=23(LC 12), 2=15B(LC 1), 4=51(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE.7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42Psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=6ft; Cat. 11; 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 nonconcurrent.with any other live loads. 3) his 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 2-0-0 wide will fit between the,bottom chord and any other members. 4) Bearings are assumed to be: Joint 3 SYP No.2crushing 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, 4 except (jt=lb) 2=227. Thomas A: Albani PE N6.39380 MTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33616 Date: February 20,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/0&2015 BEFORE USE. Design valid for use oniywith MlTek® connectors. This design is based only upon parameters shown, and Is for an individual 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 building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporaryand 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 bracing of trusses and truss systems, seeANSI/iPll Quo' By CrBerla, DSB-89 and BCSI BuBdkrp Component:. 6904 Parke East Blvd. Safety Informationavallabie from Truss Plate Institute, 2.18 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply LOT 32/1 WATERSTONE T19470856 2254612 CiP JACK -OPEN 6 1 Job Reference (optional) ouuueis nrarouurce trrdlu uny, rr-1, ndn[ carry, rL - OCoai, t1.Z4u s rel) / 2U2U MI I eK Inausmes, Inc. I nu reb zu 11:17:05 2020 t'age 1 ID:v3HtyczpYvZl 1 m?gXrhK6yOc4g-33JYOQDIQifLuDd3p4wflOIJi DsZ3DDnoQJ9BXzjG5i -1-4-0 0-11-4 1-4-0 0-11-4 Scale = 1:7.6 . 3 1. v o' m . 0 N N .. 6 0-11-4 0-11-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc): I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL .7.0 Lumber DOL '1.25 BC 0.04 Vert(CT) 0.00 : 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB b.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code F8C2017/TP12014 Matrix -MP Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-3/Mechanical, 2=158/0-3-8, 4=-15/Mechanical Max Harz 2=91(LC 12) Max Up1"ift 3=-6(LC 9), 2= 246(LC 12),.4=-23(LC 1.7) Max Grav 3=17(LC 12), 2=158(LC 1), 4=37(LC "12) FORCES. (lb) -Max. Comp./Max. 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=6.Opsf; h=25ft; B=45ft; L=40ft; eave=6ft; Cat. 11; Exp C; End, GCpi=0.18; MWFRS (directional) and C-C Exterior(2). zone; porch left exposed;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 I -he 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) 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 jbint(s) 3, 4 except 0t=lb) 2=246. Thomas A.'Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2020 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/rEK REFERANCE PAGE M11-7473 V. IW03/2015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual 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 building design. Bracing indicated is to prevent buckling 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 ond.property damage. For general guidance regarding the fabrication,: storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII Cuallly Criteria, DSB-89 and SCSI BuOdIng Component 6904 Parke East Blvd. Safety Informallonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type i Qty Ply LOT 32/1 WATERSTONE T19470857 2254.612 C1V . Jack -Open 4 1. Job Reference (optional) ounuera niatauurce tndrn i 11y, rLI, ndnr Amy, rL - 0000r, -1-4-0 1-4-0 tl.z4u 5 I-eo I 'LULU MI lax Inousines, Inc., I nu rep'Lu i i:1 t:ub zuzu rage 1 ID:v3HtyczpYvZ11 m7gXrhK6yOc4g-33JYOQDIQifLuDd3p4wfI01J1 Dsa3DDnoQJ9BX2jG5i 0-11-4 Scale = 0 m 0 Plate Offsets (X,Y)-- [2:0-0-15,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc). • . I/dell , Ud PLATES : GRIP TCLL 20.0 ' - Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL .7.0 Lumber DOL 1.25 BC .0.04 Vert(CT) 0.06 7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL7 10.0 Code .FBC2017/TPI2014 Matrix -MP Weight::5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. REACTIONS. (lb/size); 3=-4/Mechanical, 2=158/0-8-0; 4=-14/Mechanical Max Harz 2=91(LC 12) Max Uplift 3=-4(LC 9), 2=:211(LC 12), 4=-14(LC'1) Max Grav 3=18(LC 12), 2=158(LC 1), 4=41(LC 12) FORCES. (Ib) - Max. Comp./Max: Ten. - A(I forces 250 (lb) or less except when shown.. NOTES- 1) Wind: ASCE 7-10;-Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.20sf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=6ft; Cat. Il; 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 fora 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 2-0-0 wide will fit between_the bottom chord and any other.members. 4) All bearings are assumed to be SYP.No,2 cnishing capacity of 565. psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. . 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except at=lb) 2=211. Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 . Date: February 20,2020 Q WARNING -Verify dealgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MX7473 rev. 1010312015 BEFORE USE. ° Design valid for use only with Mliek® connectors. This design Is based only upon parameters shown, -and is for an Individual building component, not . . a, truss system. Before use, the building designer must verify the applicabllity of design parameters and properly incorporate this design Into the overall building 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 possible personal Injury and:property damage. For general guidance regarding the. fabrication, storage, delivery, erection and bracing of trusses and truss systems,'seeANSVTP11 Quality Cdtedo, DSB-89 and BCSI Bullding Component: 6904 Parke East Blvd., Safety Informatlanovailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type r City Ply LOT 32/1 WATERSTONE T19470858 2254612 C3 Jack -Open 8 1 Job Reference (optional) trunaers I-Irsibource truant Gqy, t-L.), Plant tarty, FL - 33bti7, 6.24y s Feb 7 2UZU Mr I eK Industries, Inc. I nu Feb 20 11:17:06 2020Page 1 ID:v3HtyczpYvZ1'i m?gXrhK6yOc4g-XFtxbmExBOoCVMCFNoRugErTmdAwogTx042jg7AG5h 1-4-0 2-11-4 1-4-0 2-11=4. Scale=.1:12.7 3 6.b0 12 2-11-4 2-11-4.' Plate Offsets (X,Y)-- [2:0-4-4,0,074] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 - Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.00" 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0:10 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' . Rep Stress Incr YES WB . 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code. FBC2017frP12014: Matrix -MP Weight: 12 lb FT = 20 % LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or.10-0-0 oc bracing. REACTIONS. (lb/size) 3=59/Mechanical, 2=195/0-8-0, 4=30/Mechanical Max Harz, 2=152(LC 12) Max Uplift 3— 62(LC 12), 2=-183 LC 12 Max Grav 3=70(LC 17), 2=195(LC 1), 4=49(LC 3) FORCES. (lb) - Max. Comp./Max: Ten. -All forces 25.0 (lb) or less except when shown.. NOTES- Z) I nis truss nay Deen aesignea roc a 1 u.0 psi Donom cnora live roaa nonconcurreni Win any airier live Ioaas. 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 will fit between the,bottom chord and any other,mertibers. 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 . 2=183. ?-0-0 wide apt at=lb) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: - February 20,2020 Q WARNING - Ved ry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MX7473 rev. 1010312015 BEFORE USE. Design valid for use only, with MRek0 connectors. This design Is based only upon parameters shown, and Is for an individual 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 building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporaryand permanent bracing _ MiTek' is always:recluired. 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 trusses and truss systems, seeANSVTPII Quality Criteria, DSB-89 and SCSI BuOding Component . 6904 Parke East Blvd. Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply LOT 32/1 WATERSTONE T19470859 2254612 C3P Jack -Open 4 1 . Job Reference (optional) „Yny, 11), r-11L . ty, rL - oouuf' a,Z9U 5 reD t ZUZU WN 1 eK Inausine6, mc. I nu reD ZU l 1:1 /:U/ ZUZU rage 1 ID:GZkZSXBELDNJdjXs77WskQzGxTm-?RRJp6FZyKw37WnRwVy7NRObO1 U1 X7j4FkoGDQzjG5g .1-4-0 2-11-4' 1.4-0 2-11-4 Scale = 1:12.7 Plate LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0:38 Vert(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC. 0.23 Vert(CT) 0.02 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017fTP12014: Matrix -MP Weight: 12lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. BOT CHORb 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=60/Mechanical, 2=195/0-3-0, 4=30/Mechanical Max Horz 2=152(LC 12) Max Uplift 3- 73(LC 12), 2= 245(LC 12),4=-45(LC 9). Max Grav 3=62(LC 17), 2-7.195(LC 1), 4=49(LC 3) FORCES. (lb) - Max. Comp./Max: Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE.T 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) zone; 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 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 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, 4 except at=lb) 2=245. Thomas A. Albani PE No.36360 Mi rek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 20,2020 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev. 1010312015 BEFORE USE. Design valid for use only. with MlTek® connectors. This design Is based only upon parameters shown, and is for an Individual 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 building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporaryand permanent bracing.. MiTek' Is always:required for stability and to prevent collapse with possible personal Injury ond:propedy damage. For general guidance regarding the. I. . fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII Quality Criteria, DS13-89 and BCSI BuOdlnp Component 6904 Parke East Blvd. Safety Infomratlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 , Job Truss Truss Type Qty Ply LOT 32/1 WATERSTONE T19470860 2254612 C3V Jack -Open 4 1 Job Reference (optional) y, "i a . y, o.cvu s reu / LVN IVII I eK Inaa5ir1e5, inc. I nU rGo ZU I I:I /:U/ LULU rage I D:v3HtyczpYvZl l m?gXrhK6yOc4g-?RRJp6FZyKw37W nRwVy7NROeW 1 W zX7j4FkoGDQzjG5g 140 2114 1-4-0 .2-11-4 Scale = 1:12.7 0 m Plate Offsets (X,Y)- [2:070-15;Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc). Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip• DOL 1.25 TIC 0:22 Vert(LL) 0.01 - 4-7 >999 240 MT20 244/190 TCDL .7.0 Lumber DOL 1.25 BC: :.0.11 Vert(CT) -0.01 4-7 >999 '180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00, Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code. FBC2017lrP12014: Matrix -MP Weight 12 lb FT = 20% LUMBER- BRACING - TOP CHORD_ 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or.10-0-0 oc bracing. REACTIONS. (lb/size) 3=60/Mechanical, 2=195/0-8-0, 4=29/Mechanical Max Horz 2=152(LC 12) Max Uplift 3=-67(LC 12), 2= 174(LC 12) Max Grav 3=72(LC 17), 2=195(LC 1), 4=49(LC 3) FORCES. (Ili) - Max. Comp./Max: Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=6ft; 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 . 2) 'This truss has been designed fora 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 2-0-0 wide will flit between the bottom chord and any other members. 4) Bearings are -assumed to be: Joint 3 SYP No.2crushing 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) Bearing at joint(s) 2 considers. parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except Gt=lb) 2=174. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: . February 20,2020 A:WARN/NG -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE114II-7473 rev. f 0/03(2015 BEFORE USE. Design valid for use only with MITek® connectors, This design is based only upon parameters shown, and is for an Individual bullring 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 building design, Bracing Indicated is to prevent buckling 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 bracing of trusses and truss systems, seeANSI/1PI1 Quality Cdterla, DSB-89 and SCSI Bullding Component:. 6904 Parke East Blvd. Safety Infoanatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply LOT 32/1 WATERSTONE T19470861 2254612 C5 Jack -Open 4 1 Job Reference (optional) uuu�o,a , uaw�ww �� ia, n yny, —J, I —a uuy, r 7 - ooaor, o.z�ty s reo I ZUZo IVIr r eK rnuusines, dna. 1 nu rem zu i in /:utf zuzu rage 1 ID:sKKHvj4Ck9imdNUrBtl lGtzjGwT-Ue?hOSFBjd2wlgMeUCTMvfwIKQnW GazEUOXplszjG5f -1-4-0 . 4-11-4 . . 1.4-0 4-11-4 Scale = 1:17.6 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. FBC2017ITP12014. CSI. TC 0:48 BC ..6'41 WB 0.00 Matrix -AS DEFL. in (loc) - I/deft Ud Vert(LL) 0.06' 4-7 >999 240 Vert(CT) -0.06 4-7 >999 180 . Horz(CT) -0.00 3 n/a n/a. PLATES GRIP MT20 244/190 Weight 181b FT=20% . LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORb 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size), 3=114/Mechanical, 2=262/0-8-0, 4=57/Mechanical Max Harz 2=214(LC 12) Max Uplift 3=-128(LC 12),,2=-196,(LC12) Max Grav 3=133(LC 17), 2=262(LC 1), 4=86(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-1D; Vult=160mph (3-second, gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-&0 to 4-10-8 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 r 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 20.0psf on the bottom chord in all areas where a rectangle 3-670 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 100 lb uplift at joint(s) except at=lb) 3=128,2=196. .. 6) This truss design requires.that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A: Albani PE N6.39360 MiTek USA, Inc. FL Cert 6634 . . . 6904 Parke East Blvd. Tampa FL 33610 . Date: February 20,2020 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 rev. l a(03)2015 BEFORE USE: ' Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual 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 building design, Bracing Indicated is to prevent buckling 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 bracing of trusses and truss systems, seeANSU1P11 Quality Criteria, D513-09 and SCSI Bugding Camponent 6904 Parke'East Blvd. Safety Infonnatfonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, I'L 33610 Job Truss Truss Type Qh/ Ply LOT 3211 WATERSTONE T19470862 2254612 C5V Jack -Open 4 1 Job Reference (optional) Dunueis niStDUurUV tnant wy, rL1r runt Ulty, rL - 00001, -1-4-0 ex4 Plate Offsets (X,Y)-- [2:0-0-15,Edgel C5.Z4U 5 reD r ZUZU MI I eK Inausines, Inc. I nu reD ZU 11:1 r:Ud ZUZU rage i ID:v3HtyczpYvZ11 m?gXrhK6yOc4g-Ue?hOSFBjd2wlgMeUCTMvfwloQnxGazEUOXplszjG5f 4-11-4 4-11-4 Scale = 1:17.6 C? d, n 9.6 LOADING (psf) SPACING- 2-0=0 CSI. DEFL. in (loc) _ Well • " Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0:51 Vert(LL) 0.06 4-7 >923 240 MT20 2441190' TCDL 7.0 Lumber DOL 1.25 BC. 0.45 Vert(CT) -0.06 4-7 >999 180 - BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code. FBC2017/TP12014 Matrix -AS Weight: 18 lb 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. REACTIONS. (lb/size) 3=115/Mechanical, 2=262/0-8-0, 4=56/Mechanical Max Harz 2=214(LC 12) Max Uplift 3=-133(LC 12), 2=-189_(LC 12) Max Grav 3=134(LC 17), 2=262(LC 1), 4=86(LC 3) FORCES. (lb) - Max. Comp./Max: 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=6.Opsf; h=25ft; B=45ft; L=4011; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 4-10-8 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 20.0psf 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) All bearings are assumed to be SYP No,2 crushing capacity of 565 psi. 5) Refer to girders) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should.verify capacity of bearing surface. 7) Provide mechanical connection.(by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except (jt=lb) 3=133, 2=189.: . 8) This truss design "requires that a minimum. of 7/16" structural wood"sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. -Alban! PE No.39380 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2020 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M&7473 rev. 1010312015 BEFORE USE Design valid for use only, with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual 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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporaryand permanent bracing.. I �qA VI ffek' 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 bracing of trusses and truss systems, see/WSUVII Quality Cdteda; DSB.89 and BCSI BuBding Component 6904 Parke East Blvd. Safety Informationavoiloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply LOT 3211 WATERSTONE T19470863 2254612 C7V Jack -Open 4 1 Job Reference (optional) uuw,uula nialouu— tn4nl yuy, 11l, r141IL idly, rL - 00001, o.44u s r'ep i eueu mi i eK inauslnes, inc. I nu rep 2u l in t:uu zuzu- rage T ID:v3HtyczpYvZ11 m?gXrhK6yOc4g-ygZ3DoGpUxAmMgwg2w.9bSsTrsglt?1 CNj2HNHIzjG5e -1-4-0 6-11-4 1-4-0 6-11-4 Scale = 1:23.1 3x4 Plate uirsets tA,Yj-- I2:u-Y-i1,U-u-6j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc), I/defl Ud PLATES' GRIP TCLL 20.0 _ Plate Grip, DOL 1.25 TC 0.81 Vert(LL) 0.20 4-7 >411 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT)' -0.19 4-7 >430 180 BCLL 0.0 ' . Rep Stress Incr YES WB 0.00 Horz(CT) -0.03 3 n/a n/a. BCDL 10.0 Code FBC2017frP12014 Matrix -AS Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4'SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD' 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=170/Mechanical, 2=333/0-8-.0, 4=77/Mechanical Max Harz 2=276(LC 12) Max Uplift 3=-198(LC 12),.2=-210.(LC 12) Max Grav 3=198(LC 17), 2=333(LC 1), 4=120(LC 3) FORCES. (lb) - Max. Comp./Max. 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=6.Opsf; h=25ft; B=45ft; L=40ft; eave=6ft; Cat. II; Exp'C;•Encl., GCpi=0.18; MWFRS (directional) and C-C Exterjor(2) -14-0 to 2-8-0, Interior(1) 2-8-0 to 6-10-8 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 20.0psf 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) 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should.verify capacity of bearing surface. . 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 3=198, 2=210: 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top, 'chord and 1/2" gypsum: sheetrock be applied directly to the bottom chord. Thomas A: Albani PE No.39380 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2020 . 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFER_ ANCE PAGEMIP7473 rev. 10/0312015 BEFORE USE, Design valid for use only with MITek@ connectors. This design Is based only upon parameters shown, and Is for an Individual 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 building design, Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing . ^ " /� iTek" Is always requiredfor stability 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, see/WSViPII Quality Criteria, DSB-89 and SCSI BuIlding Component 6904 Parke East Blvd. Safety Infonnatlonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL .33610 Job Truss Truss Type r City Ply LOT 32/1 WATERSTONE T19470864 2254612 E3 JACK -OPEN 4 1 Job Reference (optional) ounuers rrrscauurce trranl Idly, rL), r Tani Idly, rL - JJ001, 0.zqu s reD t zuzu Mr i eK maustnes, mC. i nu reD ZU 11:1 t:1U ZUZU rage 1 ID:v3HtyczpYvZl l m?gXrhK6yOc4g-OO6RR7HRFFld_VOcdWq?409mEXikUSWxilwplzjG5d 1-4-0 3.0.0 1-4-0 3-0-0 Scale = 1:12.8' 3-0-0 . 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc): ,I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr. YES WB .0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP. Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=61/Mechanical, 2=197/0-3-8, 4=31/Mechanical Max Harz 2=154(LC 12) Max Uplift 3=-75(LC 12), 2— 246(LC 12), 4=-46(LC 9) Max Grav 3=64(LC 17), 2=197(LC 1), 4=50(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=40ft; eave=6ft; Cat. 11; Exp C;.Encl.; GCpi=0.18; MWFRS (directional) and C-C Exterior(2). zone;.porch left exposed;C-C for members and forces & _ MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOLm1'.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 2-0-0 wide will fit between the bottom�chord and any other members. 4) Bearings are assumed to be: Joint 3 SYP Not. 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 1001b uplift at joint(s) 3, 4 except at=lb) 2=246: Thomas A:Albani RE No,39360 Mi rek USA, Inc. FL Cert 6634 6164 Parke East Blvd. Tampa FL 33610 Date: February 20,2020 WARNING -Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual 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 bullding deslgn. Bracing Indicated is to prevent buckling 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 bracing of trusses and truss systems,'seeANSI/Tpll Qua[ Criteria, DSB-69 and SCSI BuOdtng Component 6904 Parke East Blvd., Safety InformaBonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type , Qtj/ Ply LOT 32/1 WATERSTONE T1947OB65 2254612 E5 Jack -Open 2 1 Job Reference (optional) -.,y, 1 11, 1—., .,,,y, F, - ooaDi , D.cva 5 reu r zuzu rvu 1 erc 1nausme5,.1nc. i nu reo zu 1 i:1 r;ii zuzu rage i ID:v3HtyczpYvZl l m?gXrhK6yOc4g-uDggeT130YQUc84C9L13XHYGKep_TwigAMmUMBzjG5c i -11 0 5-0-0 1-4-0 5 0.0 Scale = 1:17.8 3 1 T.. .. 1 3x4 = 5-0-0 5-0-0 Plate.Offsets (X,Y)-- [2:0-1-4,070-21 LOADING (psf) SPACING- 2-0-0 "' : CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0:49 Vert(LL) 0.06 . 4-7 >967 240 MT20 244/190- TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) . -0.06 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL: 10.0 C6de FBC2017lrP12014 Matrix -AS Weight: 18 lb 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. REACTIONS. (lb/size) 3=115/Mechanical, 2=264/0-8-0, 4=58/Mechanical Max Horz 2=216(LC 12) Max Uplift 3=-130(LC 12), 2=-196(LC 12) Max Gray 3=134(LC 17), 2=264(LC 1), 4=87(LC 3) FORCES. (lb) - Max. Comp:/Max. 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; BCD L=6.Opsf; h=25ft; B=45ft; L=40ft; eave=6ft; Cat. II; Exp•C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 4-11-4 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 oh.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) 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 at=lb) 3=130,2=196. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 M[Tek USA,'Inc, FL Cert 6634 6164 Parke East Blvd. Tampa FL 33610 Date: February 20,2020 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is, based only upon parameters.shown, and. Is for an Individual 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 bullding design. Bracing Indicated is to. prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �/� k' MOW 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 bracing of trusses and truss systems, seeANSUVII Quo' I�tyy Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite'312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply LOT 32/1. WATERSTONE T19470866 2254612 E51P Jack -Open 6 1 1 Job Reference (optional) u uaiouuiue tnarn vny, r�1, Warn i.uy, rL- OOaor, -1-4-0 1-4 0 I:iO_uD4E 5-0.0 5-0.0 5-0-0 5.0-0 1 s reD f ZUZU MI I eK Inausines, Inc. I nu reD zu i in inn zuzu rage 1 5slpy6aEmzjfl L-MPECspJhnsYLDHfPj2Y14V5M4232CNypPOW 1 udziG5b Scale = 1:17.8 m 0 N LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)',' I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0:81 Vert(LL) 0:17 4-7 >349 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC . 0.75 Vert(CT) . 0.15 4-7 >388 .180 BCLL 0.0 Rep Stress Incr . YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017fTP12014: Matrix -AS Weight: 18 lb 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. REACTIONS. (lb/size) 3=115/Mechanical, 2=264/0-3-8, 4=58/Mechanical Max Horz 2=216(LC 12) Max Uplift 3=-147(LC 12),.2=-302(LC 12), 4=-82(LC 1.2) Max Grav 3=121(LC 17), 2=264(LC 1), 4=87(LC 3) FORCES. (lb) - Max. CompdMax. 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=6.Opsf; h=25ft; 13=45ft; L=40ft; eave=4ft; Cat. . 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) -1-4-0 to 2-8-0, Exterior(2) 2-8-0'to 4-11-4 zone; porch left exposed;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 2-0-0 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) 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 atjoint(s) 4 except Qt=lb) 3=1.47, 2=302. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied' directly to the bottom chord. Thomas A. Albani PE No:39360 MiTek USA, Ihc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Dater February 20,2020 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MU-7473 rev. 101=015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is. based only upon parameters shown, and. is for an Individual bullding 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 building design. Bracing indicated is to. prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITe k' 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 bracing of trusses and truss "systems, see/WSVWII Quality Clttoda,.D51111.89 and SCSI Bu9ding Component Saf@tV Infoenatlonovallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply LOT 32/1 WATERSTONE T19470867 2254612 E7 . Jack -Open.. 5 1 Job Reference (optional) ouuuers nrsrauurce irranr %.ny, rLI, want L111y, rL- 0a001, -1-4-0 1 ts.e4u s reo f zueu MI I eK Inauslnes, Inq. I nu reo zu 11 in f:1z zuzu rage i I D:sKKHvj4Ck9imdNUr8t1 I GtzjGwT-MPECspJhnsYLDHfPi2Y14V5MT237CNypPOW 1 udzjG5b 7-0-0 7-0.0 Scale = 1:23.0 o0 6 m 7 co Plate Offsets (X,Y)-- 12:0-2-10,0-1-81 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL' 1.25 TC 0.79 Vert(LL) 0.20 4-7 >426 240 MT20 244/190 TCDL 7.0 Lumber DOL . 1.25 BC 0.76 Vert(CT) -0.19 4-7 >432 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TPl2014: Matrix -AS Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=171/Mechanical, 2=336/0-8-0, 4=79/Mechanical Max Horz 2=278(LC 12) Max Uplift 3=-195(LC l2),,2=-217(LC12) Max Grav 3=198(LC 17), 2=336(LC 1), 4=121(LC 3) FORCES. (lb) - Max. Comp./Max. 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=6.Opsf; h=25ft; 13=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Intedor(1) 2-8-0'to 6-11-4 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 2-0-0 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 100 lb uplift at joint(s) except at=lb) 3=195, 2=217. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ' Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 bate: February 20,2020 Q WARNING - Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors, This design Is. based only upon parameters shown, and is for an Individual 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 building design, Bracing indicated Is to prevent buckling 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 bracing of trusses and truss systems,.seeANSVVIII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.. Safety Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type , Qty Ply LOT 32/1.WATERSTONE T19470868 2254612 E08 Jack -Partial 10 1 Job Reference (optional) ounueis n1sr0uurue trrdrn %lily, rLI, MUM Idly, rL - 00001 i C.z4u S reD / zuzu MI I eK InausineS, Inc. I nu reo zu T in in u zuzu rage 1 I D:v3HtyczpYvZt t m?gXrhK6yOc4g-QO6RR7HRFFId_VOcdW g4403HETTkQnW pl wplzj G5d 1-4-0 6-3-7 7-4.2 8-8-0 1-4-0 6-3-7 1-0.9 1-4.0 r Scale = 1:27.7 3x4 7-4-0 8-8.0 7-4.0 Plate Offsets (X,Y)-- [2:0-2-15;0-0-4] LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0:14 _ 7-10 >736 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.20 7-10 >523 180 BCLL 0.0 Rep Stress Incr . YES WB 0.30 Horz(CTT) 0.01 2 n/a n/a BCDL: 10.0 Code FBC2017/TP12014: Matrix -AS Weight: 35lb 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. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=292/Mechanical, 2=396/0-8-0, 6=21/Mechanical Max Horz 2=330(LC 12) Max Uplift 5=-189(LC 12), 2=-230(LC 12), 6=-53(LC 12) Max Grav 5=328(LC 17), 2=396(LC 1), 6=25(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-481/374 BOT CHORD 2-7=-643/493 WEBS 4-7- 801/794, 3-7=-761/1005 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Intedor(1),2-8-0 to 8-7-4 zone;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 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) 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) Bearing at joint(s)' 2 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except Qt=lb) 5=189, 2=230. 8) This truss design requires that a minimum of 7/16".structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord,. Thomas A..Albani PE N06360 MiTek USA, ]no. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 . Dater February 20,2020' 0 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE. Design valid for use only With MITekO connectors. This design is based only upon parameters.shown, and.ls for an Individual 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 building design. Bracing Indicated Is to prevent buckling 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 bracing of trusses and truss systems, seeANSVFP11 Quality Criteria, DS11.69 and BCSI Building Component 6904 Parke East Blvd. Safety Infonnatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314. - Tampa, FL 33610 Job Truss Truss Type r City Ply LOT 32/1 WATERSTONE T19470B69 2254612 EJ08 Jack -Partial 2 • 1 Job Reference (optional) uuuuc, aiouuicc indrn —ty, IL),- ridrn �ny, rL - 0000r; C.Z4u s reo / zuZU MI I eK Inousrnes, Inc. I nu t-eD ZU 11:11:1 J ZUZU rage l I D: B R_XOsh7y?ZO Fb_a5k3hZM ypxo W-gboa39J KYAg CrR EbH m3Xci ec9 RQzxmyzdg FaQ3zj G 5a -1-4-0 4-4-15 8-8-0 1.4.0 4-4-15 4-3-1 Scale = 1:29.4 2x4 11 4 US - -- 8-6-4 8i8r m m N O O 0' N 7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL - 1.25 TC 0.47 Vert(LL) -0.16 5-8 >644 240 . MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC . 0.65 Vert(CT) -0.32 5-8 >318 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 HOrz(CT). 0.01 2 n/a n/a BCDL 10.0 Code FBC20171 TP12014 Matrix -AS Weight: 40 lb 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. WEBS 2x4SP No.3 *Except* 4-5: 2x6 SP No.2 REACTIONS. (lb/size) 2=390/0-8-0, 5=306/Mechanical Max Harz 2=324(LC 12) Max Uplift 2=-228(LC 12), 5=-238(LC 12) Max Grav 2=390(LC 1), 5=346(LC 17) FORCES. (lb) -Max. Comp./Max: Ten. -All forces 250 (lb) or less except when shown. - TOP CHORD 2-3=-532/660 BOT CHORD 2-5— 948/558 WEBS 3-5=-535/917 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (37second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=4ft; Cat._ 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) -1-4-0 to 2-8-0, Exterior(2) 2-8=0 to 8-5-4 zone; cantilever left and right exposed ; end vertical left and right 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 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) Refer to,girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface: 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=228,5=238. 7) This truss design requires that a minimum of7/16" structural wood.sheathing be applied directly,to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A..Albani PE No.39380 Mi rek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 . . Date; February 20,2020 0 ;WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. Ma3/2015 BEFORE USE, - - Design valid for use only with MiTek® connectors. This design Is based only upon porameters.shown, and,ls for an Individual building component, not a truss system. Before use; the building designer must verify The applicablllty of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling 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 bracing of trusses and truss systems, seeANSVIPII Quality Criteria,.DSB-69 and SCSI Building Component 6904 Parke.East Blvd. Safety Informationovailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type 04y Ply LOT 32/1 WATERSTONE T19470870 2254612 G01 HIP GIRDER 1 1 Job Reference (optional) .+unucla , uau�uu, c �r au, .,ny, FI1, nanr uuy, oaoi, 0.i 4U ID:v3HtyczpYvZlln -1-4-0 3-9-4 7-0-0 11-11-4 1-4.0 3-9-4 ' 3.2-12 4-11-4 / ZUZU MI I eK Inauslnes, mc. I nu t-eD ZU 11:1 /:14 ZUZU rage 1 K6yOc4g-InMyHVKylTo3TbpnrTam9wApwrsGgEh6sK?ByW 4 G52 16-0.0 19-0-0 20-4-0 4-0-12 3.0-0 1-4.0. Scale = 1:36.5 4x6 = 3x4 = 4 21 22 23 5 IG 3x4, = 2x4 11 3x4 = 1.5x8 STP = . 6x8 = 4x8 = 24 6 3-9.4 7.0-0 11-7-10 11r11-4 16.0.0 19-0.0 3-9-4 3-2-12 i 4-7-10 0- - 0 4-0-12 T 3-0-0 LOADING (psf) 'SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1. 25 TC 0.34 Vert(LL) 0.04 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.05 12-13 >999 180 BCLL 0.0 Rep Stress Incr . NO WB 0.24. Horz(CT) 0.01 12 n/a n/a BCDL. 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 102 lb FT = 20'/0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directlyapplied or 6-0-0 oc bracing. . . 10-12: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. ,(lb/size) 2=552/0-8-0, 7=416/0-3-8, 12=620/0-7-4 Max Harz 2=132(LC 7)' Max Uplift 2= 401(LC 8), 7==497(LC 8), 12=-610(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250.(Ib) or less except when shown. TOP CHORD 2-3=-788/442, 3-4=-524/365, 4-5=-408/349, 5-6=-444/516, 6-7=-520/535 BOT CHORD 2-14=-385/725, 13-14=-385/725, 12-13=-225/452, 10-12=-397/516, 10-11=-201/404, 9-1 0=- 192/413, 7-9— 380/439 WEBS 3rl3=-336/199, 11-13=-70/278, 5-9=-464/122, 5-10=-344/441,.11-12=-486/254 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=6.Opsf; h=25ft; B=45ft; L=40ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); porch right exposed; 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 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 Ib uplift at joint(s) except at=lb) 2=401, 7=497, 12=610. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6 lb down and 85 lb up at 9-11-4, 6 Ib down and 85 Ib up at 11-11-4, and 6 Ib.down and.85 Ib up at 13-11-4, and 35 lb down and 195 lb up -at 16-0-0 on top chord,;and 71b down and 54 lb up at. 9-11-4, 7 (b down and 29 lb up at 11-9-8, and 7 lb down and 11 lb up at 13-11-4, and 7 lb down and 11 lb up at 15-11-4 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: 1-4=-54, 4-6=-54, 6-8=-54, 12-15= 20, 10-18=-20 Concentrated Loads (lb) Vert: 6=-3(F)'9=-5(F) 5=-3(F) 12=-7(F) 22=-3(F) 24=-3(F) 25=-7(F) 27=-7(F) Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Dater February 20,2020 A.WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCEPAGE 111II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and, is for an Individual 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 building design. Bracing indicated is to prevent buckling 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 bracing of trusses and truss systems, seeANSVIPII Quality Cdteda, DSB-89'and SCSI Building Component 6904 Parke.East Blvd. , Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type , Oty Ply LOT 32/1.WATERSTONE T19470871 2254612 H3 Diagonal Hip Girder 1 1 Job Reference (optional) tlullaerS virsibource kviapi filly, t-L), vian1 Lary, VL- - d6b6/, a.Z4u s reD 1 ZUZU MI I eK InausineS, Inc. I nu reD xu 11:1 f:14 ZUZU rage 1- ID:v3HtyczpYvZl l m?gXrhK6yOc4g-InMyHVKylTo3TbpnrTam9wAglruBgHS6sK?8ywzjG5Z -1-10-10 4-2-3 1-10-.10 r 4-2-3 1 4-2-3 4-2-3 Scale = 1:12.6 ' LOADING (psf) . SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.02 4-7 >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 FBC2017fTPI2014 Matrix -MP Weight: 16 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood 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. REACTIONS. (lb/size) 3=36/Mechanical, 2=103/0-4.-u, 4=7/Mechanical Max Horz 2=104(LC 8) Max Uplift 3=-55(LC 8), 2=-233(LC 8) Max Grav 3=36(LC 1), 2=103(LC 1), 4=59(LC 3) FORCES. (lb) -.Max. Comp./Max. 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=6.Opsf; h=25ft; B=45ft; L=40ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (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 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 2-0-0 wide. will fit between the bottom chord and any other members. 4) Bearings are assumed to. be: Joint 2 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=1b) 2=233:. 7) Hanger(s)'or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 57 lb up at 1-4715, and 3 lb down and 57 lb up at 1-4-15 on top chord, and 18 lb up at 1-4-15, and 18 lb up at 1-4-15 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 n.otecl 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 (plo Vert:1-2=-54. - Concentrated'Loads (lb) Vert: 8=115(F=57, 13=57) Trapezoidal Loads (plf) Vert:2=0(F=27, B=27)-to-3=-56(F=-1, B=-1), 5=0(F=10, 13=10)-to-4=-21(F=-0, B=-O) Thomas A. Alban! PE N6:36380 MiTek USA, Inc. FL Cert 6634 6164 Parke East Blvd. Tampa FL 33616 Dater February 20,2020 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111IF7473 rev. 10/03/2015 BEFORE USE, Design valid for use only with MfTek® connectors. This design Is, based only upon parameters shown, and Is for an Individual 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 building design. Bracing indicated is to, prevent buckling 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 Injuryand property damage. For general guidance regarding the.* fabrication, storage; delivery, erection and bracing of trusses and truss systems,.SeeANSVTP11 Quality CLBcrlo, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Informotlomvailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type r Oty Ply LOT 32/1 WATERSTONE T1947OB72 2254612 H5 Diagonal Hip Girder 2 1 Job Reference (optional) tiunaers mrsrsource trtanr uny, ry, manr dory, rl_ - saSbl; a.zau s reo I euzu mi t eK mausrnes, tnc. i nu reo zu i 1:l t:1 o zuzu rage i ID:v3HtyczpYvZ11 m?gXrhK6yOc4g-m_wKUrLa3nww410_OB5?i7jwpF87PkhF5_khVyzjG5Y 1-10-10 7 0 14 1-10-10 7-0-14 Scale = 1:17.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) . I/defl Ud PLATES' GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.14 4-7 >622 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.20_ 4-7 >411 180 BCLL 0.0 Rep Stress Incr NO WB. 0.00 Horz(CT). _ -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 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. purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=187/Mechanical, 2=181/0-11-5, 4=85/Mechanical Max Horz 2=196(LC 8) Max Uplift 3=-212(LC 8), 2=-225(LC 8) Max Gram 3=187(LC 1), 2=181(LC,1),4=139(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=40ft; eave=6ft; Cat. Il; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber D6L=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 inall 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 2 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) except at=lb) 3=212, 2=225. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 57 lb up at 1-5-12, 3 lb down and 57 lb up at .1-5-12, and 3 lb down.and 77 lb up at 4-3-11, and 3.Ib down and 77 lb up at -4-3-1.1 on top chord, and 1 lb down and 5 lb up at 1-5-12, 1 lb down and 5 lb up at 1-5-12, and 4 lb down at 4-3-11, and 4 lb down at 4-3-11 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) Veit: 1-2=-54 Concentrated Loads (lb) Vert: 8=115(F=57, B=57) 11=-7(F_ 4, B= 4) Trapezoidal Loads (plf) Vert: 2=0(F=27, 6=27)-to-3= 95(F= 21, B=-21), 5=0(F=10, B=10)-to-4=-35(F=-8, B=-8) Thomas A. Alban! PE No:39380 MiTek USA; Inc. FL Cert 6634 6104 Parke East Blvd. Tampa FL 33610 bate:' February 20,2020 Q ,WARNING - Verity design parameters and READ NOTES ONTHIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mlrek® connectors. This design is. based only upon parameters shown, and, Is for an Individual 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 building design. Bracing indicated is to prevent buckling 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 bracing of trusses and truss systems, seeANSVrPII Quality Cdlerla,.DSB-69'and SCSI Building Component 6904 Parke East Blvd.. Safety Infonnatlonavoilable from Truss Plate Institute, 2.18 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type • Oty . Ply LOT 32/1. WATERSTONE T19470873 2254612 H5P Diagonal Hip Girder 2 1 Job Reference (optional) oul)uC)S n)310VU,UU tr)dl)l 111y, rL), r)dr)l idly, rL - 00001, Mee S rep i zuzu MI I ex mousines, Inc. I nu reD zu l l:l inia vu2U rage T ID:nl6t6khBsl5X3GHCY16ml Mya6Fs-FAUjhBMCg52nivzAyudEELG27fO287?PKeUF10zjG5X 1-10-10 3-B-10 7-0-2 1-10-10 3-8-10 3-3-8 Scale = 1:17.3 7.0-2 � 7-0-2 PIatP OffSPts fX YI-- r9-n-n-Fi.n-n.qi LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc): I/defl Ud PLATES GRIP TCLL ' 20:0 Plate Grip DOL 1.25 TC 0:81 Vert(LL) 0.27 6-9 >306 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 6.94 Vert(CT) 0.23 6-9 >357 .180 BCLL 0.0 ' Rep Stress Incr NO WB 0.32 Horz(CT) -0.01 6 n/a n/a BCDL. 10.0 Code F.BC2017/TPI2014 Matrix -AS Weight: 30lb 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. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=64/Mechanical, 2=373/0-4-9, 6=180/Mechanical Max Horz 2=215(LC 12) Max Uplift 4=-72(LC 12), 2=-451(LC 12), 6= 225(LC 12) Max Grav 4=73(LC 17), 2=373(LC 1), 6=185(LC 3) FORCES. (lb) - Max. Comp:/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-326l742 BOT CHORD 2-6=-979/325 WEBS 3-6=-353/1063 NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3)-1-10-10 to 3-8-10, Exterior(2) 378-10 to 6-11-6 zone; 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 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 2-0-0 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) 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 upliftat joint(s) 4 except Qt=lb), 2=45116=225 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Alban! PE N6'39360 MiTek USA, Inc. FL Cert 6634 6104 Parke East Blvd. Tampa FL 33610 Date: February 20,2020 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE.�� Design valid for use only with MITek® connectors. This design Is. based only upon parameters shown, and Is for an Individual building component, not a.truss system. Before use; the building designer must verify the applicablllty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to. prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing r► 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 bracing of trusses and truss systems, seeANSVTPIt Quo' H►tyy Cdterlo, DSB-89'and SCSI BuBding Component 6904 Parke.East Blvd.. Safety Inlormatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312,- Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type I .Qty Ply LOT 32/1 WATERSTONE T19470874 2254612 H7 Diagonal Hip Girder 2 1 Job Reference (optional) . tsunuers rirsrxsource triam t ny, ref; riarn k,ny, rr- - 30ao1, u.zvu s rqD r zuzu rvu i eK mausmes, nc. r nu reu zu r r: r t: r r zuzu rage i ID:sKKHvj4Ck9imdNUr8t11Gt4 GwT-j M 15vXMgbOAeK3YM W b8TnYolw3rptZKYYIDoZrzj G5W -1-10-10 5-2-5 9.10-13 1-10-10 5-2-5 4-8-7 Scale=1:23.0 NAILED . NAILED NAILED 3x4 = 5-2-5 525 9-10-13 48-7 Plate Offsets (X,Y)-- [2:0-2-11,0-0 31 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)_ I/defl Ud PLATES _ GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) ' -0.07 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.08 7-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.38 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014, Matrix -MS Weight: 43lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4-SP No.3 REACTIONS. (lb/size) 4=124/Mechanical, 2=517/0-8-0, 5=330/Mechanical Max Horz 2=278(LC 24) Max Uplift 4=-154(LC 8), 2= 244(LC 8), 5= 112(LC 8) Max Grav 4=124(LC 1),'2=517(LC 1), 5=354(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 872/240 BOT CHORD 2-7=-334756, 6-7=-334/756 WEBS 3-7=0/286, 3-6=-820/363 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-5 oc pudins. BOT CHORD Rigid ceiling directly applied or 9-8-11 oc bracing. . NOTES.. . 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; 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 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=154, 2=244, 5=1.12: 6) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d.(0.148"x3.25") toe -nails per NDS guidlines. 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 + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifoml Loads (plf) Vert: 1-4==54, 5-8=-20 Concentrated Loads (lb) Vert: 13=-75(F=-37, B=-37) 15=-10(F= 5, B=-5) 16=-57(F=-28, B=-28) Thomas A. Albani PE Nti:39380 MiTek USA, Ind. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2020 Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil- 7473 rev. 10/=015 BEFORE USE. Design valld for use only with MiTek® connectors. This design Is. based only upon parameters shown, and, Is for an Individual 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 building design, Bracing Indicated is to prevent buckling 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 bracing of trusses and truss systems, seeANSIM11 Quality Criteria, DS111-89 and BCSI Building Component 6904 Parke.East Blvd. Safety Infonnationavollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type 1 c +..Oty Ply LOT 32/1 WATERSTONE T19470875 2254612 H7V Diagonal Hip Girder 2 1 Job Reference (optional) ouuuers rnslaource (want udry, rL), riani L ny, rL - JdObf, U.24U S reD / xuxu MI I eK Inaustrles, Inc. I nu reo zu 11:11:11 zuzu rage 1 ID:v3HtyczpYvZ11 m?gXrhK6yOc4g-jM15vXMgbOAeK3YMWb8TnYoEU3vitVAYYIDoZrzjG5W -1-10-10 7-9-12 12-2-5 12 -1 1-loco 7-9-12 4-4-9 0- -12 Scale = 1:29.0 2x4 l l 4 5 0 4.24 F12 3x4 .3 ai N ... 5x� II O o 7. o 6 a ._ :2x4 .2 9 z,iz 12 3x4 = 12.3.1 .. 7-9-12 12-2-5 12�-7 7-9-12 4-4-9 0- 2 0-0-10 Plate -Offsets (X,Y)-- [6:0-2-8,0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft . Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC -0.71 Vert(LL) 0.09 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC . 0.25 Vert(CT) 0.14 7-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.58 Horz(CT) -0.02 6 n/a n/a BCDL: 10.0 Code FBC2017/TP12014. Matrix -MS p Weight: 53lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-1 oc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 7-3-15 oc bracing. - WEBS 2x4 SP No.3 *Except* 4-6: 2x6 SP No.2 REACTIONS. ,(Ib/size) 2=566/0-10-3, 6=909/Mechanical Max Harz 2=495(LC 8) Max. Uplift 2=-325(LC 8), 6=-680(LC 8) Max Grav 2=566(LC 1), 6=1069(LC 13) FORCES. (lb) - Max. Comp./Max: Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3- 1722/763 BOT CHORD 2-7=-1104/1743, 6-7=-1121/1750 WEBS 3-7=0/336, 3-6=-1725/1099, 4-6=-331/317 NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.opsf; h=25ft; B=45ft; L=40ft; eave=6ft; 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 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 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/T-PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) 'Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=825, 6=680. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead.+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-2=-54, .4-5=-14 Trapezoidal Loads (plf) Vert:2=0(F=27, B=27)-to-4=-169(F= 57; B=-57), 8=0(F=10; B=10)-to-6=-61(F=-21, B=-21) Thomas A. Alban! PE No:39380 MlTek USA, Inc. FL Cart 6634 6104 Parke East Blvd. Tampa FL 33610 bate: February 20,2020 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MITek® connectors. This design is. based only upon parameters shown, and, Is for an Individual 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 building design, Bracing Indicated Is to, prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' 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 bracing of trusses and truss systems, seeANSVTPII Quality Criteria,.DSB-89 and SCSI BuOding Component 6904 Parke East Blvd. Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type > oty Ply LOT 3211 WATERSTONE T19470876 2254612 K01. Common 1 1 Job Reference (optional) trullaers rlrsibource trlant Gny, rL), rlani Guy, rL - JJpbr; ts.Z4u S YeD / Zuzu MI I eK Inausirles, Inc. I nu reo zu 1 in in t5 zuzu rage 1 ID:v3HtyczpYvZ11 m?gXrhK6yOc4g-BZbT6sNSMilVxC6Z4JfrJmLUGSB9c4sinyzL6HziG5V -1-4-0 6-0-0 11-11-4 1 4 0 i 6-0.0 i 5-11-4 4x6 = Scale = 1:23.0 3 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) . I/defl Ud :PLATES. GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.06 5-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.07 5-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(CT) 0.01 4 n/a n/a BCDL. 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 44 lb 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 directlyapplied. WEBS 2x4 SP.No.3 REACTIONS. (lb/size) 4=438/0-7-4, 2=518/0-8-0 Max Horz 2=144(LC 11) Max Uplift 4=-241(LC 12), 2=-371(LC 12) FORCES. (lb) -Max. Comp:/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-623/535, 3-4=-609/559 BOT CHORD 2-5=-349/5061 4-5=-349/506 WEBS 3-5= 22/266 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=6.Opsf; h=25ft; B=45ft; L=40ft; eave=6ft; Cat. 11; Exp C,; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 6-0-0, Extedor(2) 6-0-0 to 10-0-0, Interior(1) 10-0-0 to 11-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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. 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 Ib uplift at joint(s) except Qt=lb); 4=241, 2=371. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No:39380 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date:' February 20,2020 ;WARNING -Verify design parameters and READ NOTES ON -THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and is for an Individual 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 building design. Bracing Indicated is to prevent buckling 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 bracing of trusses and truss systems, seeANSIMIt Quality Criteria, DSB-89 and SCSI BuBding Component 6904 Parke. East Blvd. Safety Intonnatlonavallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type e . '• Qty Ply LOT 32/1 WATERSTONE T19470877 2254612 K02 HIP GIRDER 1 1 1720E Job Reference (optional) tsuucers rustoource triant Lary, ruf, ream Lary, ru - 000bf, r 1-4.0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 5-0-0 4x6 = 3 2-0-0 tl.zvu s reo 1 zuzu Mr r eK maustnes, mc. i nu reo zu i i:i rta zuzu rage -i ID:v3HtyczpYvZ11 m?gXrhK6yOc4g-Fl9rKC04700MZMhldOAxszugfsX7LXCrOcivejzjG5L 12-0-0 1 13-4-0 4x6 = 4 5-0.0 3x4 = 3x4 = 5-0-0 7.0-0 12-0.0 5.0.0 2-0-0 5-0.0 SPACING- 2-0-0. CSI. DEFL. in (loc) I/defl Ud PLATES Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.08 7-14 >999 240 MT20 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.09 7-14 >999 180 Rep Stress Incr NO WB 6.10 Horz(CT) 0.01 5 n/a n/a Code FBC2b17/TPI2014 Matrix -MS Weight: 49lb Scale: 1/2°=1' GRIP 244/190 FT = 20% T V O. m o - CV LUMBER- BRACING - TOP CHORD 2x4 SP-No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-15 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size), 2=676/0-8-0, 5=693/0-8-0 Max Harz 2=-131(LC 6) Max Uplift 2=-453(LC 8), 5=-475(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1001/540, 3-4=-858/539, 4-5=-1.007/547 BOT CHORD 2-8=-321/847, 7-8=-321/85815-7= 327/852 WEBS 3-8=-37/251 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; 8CDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=6ft; Cat. ll; Exp C; Encl., GCpi=0.18; MW FRS (directional); 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 alive 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=453, 5=475. 8) Hanger(s) or other connection device(S) shall. be provided sufficient to support concentrated loads) 66 lb down and 145 lb up at 5-0-0, and 199 Ib down and 384 lb up at 7-0-0 on top chord, and 99 Ib down at 5-0-0, and 99 lb down at 6-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 0) 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 (plf) Vert: 1-3=-54, 3-4=-54, 4-6= 54, 9-12= 20 Concentrated Loads (lb) Vert: 3=-47(F) 4=-152(F) 8=-69(F) 7=-69(F) Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cett6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2020 Q .WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCEPAGE MII.7473 rev. f0/03/P015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is, based only upon parameters shown, and. Is for an individual 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 building design. Bracing Indicated is to prevent buckling 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 Injuryand property damage. For general guidance regarding the fabrication, storage; delivery, erection and bracing of trusses and truss systems, seeANSVWII Quality Criteria, DSB-89 and BCSI BuOding Component 6904 Parke East Blvd. SafNy Infonmatlonavollabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type , Qlty Ply LOT 32/1 WATERSTONE T19470878 2254612 L07 Hip Girder 1 1 Job Reference optional) t5unuers rlrsxDource trlani Gliy, rL), manl Gay, rL - ddbbf, b.z4y s reo t zuzu MI I ex InausineS, Inc. I nu reo zu i 1:l t:zu zuzu rage 1 ID:QjLiY 9RvfJMNHGeC3aPngyA-1R-7xjDXYPjuJYDBWGxBkhAPBQkrGam4v9?EGSSAAzjG5T -1-4-0 5.0-0 10.0-0 15.0-0 20-0-0 21-4-0 1-4-0 ' 5-0-0 ' 5-0-1 5.0-0 5.0-0 1-4.0 Special . 4x6 = . NAILED 3 18 NAILED Special • NAILED .3xB NAILED 4x6 = 19 4 20 21 5 Scale = 1:36.9 3x4 —_ 3x4 = NAILED 4x6 = . 2x4 II' NAILED 3x4 — 3x4 = NAILED Special NAILED Special 20-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0:83 Vert(LL) 0.29 9-11 >826 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC . 0.76 Vert(CT) 0.23 9-11 >999 180 BCLL 0.0 Rep Stress [nor NO WB 0.43 Horz(CT) -0.10 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight:91 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-14 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-3-14 oc bracing. WEBS 2x4SP.No.3 REACTIONS. (lb/size) 2=1249/0-3-8, 6=1246/0-3-8 Max Horz 2=131(LC 24) Max Uplift 2=-1335(LC 8), 6=-1330(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2253/2463, 3-4=-1997/2291, 4-5= 1991/2281, 5-6=-2247/2451 BOT CHORD 2-11=-2075/1965, 9-11=-2824/2622, 8-9=-2824/2622, 6-8= 2042/1960 WEBS 3-11=-608/583, 4-11=-753/853, 4-9= 204/314, 4-8= 760/867, 5-8=-608/582 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=6.Opsf; h=25ft; B=45ft; L=4011; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=1335, 6=1330. 7) "NAILED" indicates 3-1Od (0.148"x3") or 3-12d.(0.148"x3.25") toe -nails. per NDS guidlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 221 lb down and 401 lb up at 5-0-0, and 221 lb down and 400 lb up at 15-0-0 on top chord, and 107 lb down and 234 lb up, at 5-0-0, and 107 lb down and 234 lb up at 14-10-15 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 (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo . Vert: 1-3=-54, 3-5=-54, 5-7=-54, 12-15= 20 Concentrated.Loads (lb) Vert:3=-154(B) 5_ 154(B) 11=-83(B) 8=-83(B) 18=-61(B) 19=-61(13) 20=-61(B) 21=-61(B) 22=-38(B):23=-38(B) 24=-38(B) 25=-38(B) Thomas A. Albani PE N6.39380 MiTek USA, Inc. FL Cert 6634 6164 Parke East Blvd. Tampa FL 31816 ... Date: February 20,2020 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual 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 building design. Bracing indicated is to prevent buckling 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 bracing of trusses and truss systems, seeANSViPit Quality CrBerla, DS9.89 and BCSI BuAding Component" 6904 Parke East Blvd. Safoty Infonnationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type y i + My I Ply LOT 32/1 WATERSTONE T19470879 2254612 L08 Hip 1 1 Job Reference (optional) Bullders FirstSource (Plant Glty, FL), I'lant Glty, I-L - 33567, U.240 s reD t ZUZU Mi I eK Inaustnes, Inc. I nu Feo zu 11:1 f:zi zuzu rage T ID:Qj LiY_9RvfJMNHGeC3aPngyA—pR-b8Hcl uQLfdg3pgr71 RCPxOzxegCPpQ?8TwBOic4G5S 1-4-0 7-0-0 13-0.0 20-0-0 21-4-0 , 1-4.0 7-0.0 6.0-0 7-0.0 1-4-0 Scale=1:36.9 4x10 MT20HS = 5x6 = 3 18 19 20 214 m m. 3x4 = 3x4 = 2x4 11 3x4 = 3x4 13.0-0 20-0.0 6-0-0 7-0-0 Plate Offsets (X,Y)-- [3:0-6-8,071-121, [4:0-3-8,0-2-4] . . LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) ' I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.13 7-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL . 1.25 BC 0.48 Vert(CT) -0.16 9-12 >999 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.03 5 n/a n/a BCDL. 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 86 lb 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. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=812/0-3-8, 5=812/0-3-8 Max Horz 2=-172(LC 10) Max Uplift 2=-531(LC 12), 5=-531(LC 12) FORCES. (lb) -Max. Comp:/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1171/908, 3-4=-1004/941, 4-5=-1172/907 BOT CHORD 2-9=-601/999, 7-9— 600/1005, 5-7= 621/998 WEBS 3-9=0/263, 4-7=0/263 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=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 7-0-0, Exterior(2) 7-0-0 to 12-7-14, Intetior(1)12-7-14 to 13-0-0, Exterior(2),13-0-0 to 18-7-14, Interior(1) 18-7-14 to 21-4-0 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) 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) ' 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=531, 5=531. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Dater February 20,2020 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCEPAGE 11411-7473 rev. 101032015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters.shown, and Is for an Individual 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 building design. Bracing Indicated is to prevent buckling 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 bracing of trusses and truss systems, seeANSVTPII Quality Cdtedo, DSB-89 and III Bullding Component 6904 Parke,East Blvd. Safoty Infonnationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314. Tampa, FL 33610 - Job Truss Truss Type < ' ty Ply LOT 32/1 WATERSTONE T19470880 2254612 L09 Hip 1 1 Job Reference (optional) -,uuuo uawuww tr ion —1y, r h ntll Il l Ly, rL - OODV/, o.e,+u s reu I ZUZU IVII I eK Inuusuies, Inc. r nu rea zu I I:1 r:ZZ zuzu rage i I D:gLiY_9RvfJMNHGeC3aPngyA_pR-3Kr_yEQzQxpwQgQKJgjfUcW 9f4VIYtEHiaxZF2zjG5R 1-4.0 6-3.6 9-0-0 11-0.0 13-8-10 20-0-0 21-4-0 1-4-0 ' 6-3.6 2-6-10 2-0-0 2-8-10 6-3-6 1-4-0 Scale = 1:36.9 4x6 4x6 = :4 5 IIl 3x6 = I I- 3x4 = 4x6 = 3x4 = 3x6 = 9.0.0 11-0-0 20-0-0 9-0.0 2.0-0 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac.) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.14 11-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0:67 Vert(CT) -0.31 11-14 >779 180 - BCLL 0.0 ' Rep Stress Incr YES WB. 0.14 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 92 lb 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. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=812/0-3-8, 7=812/0-3-8 - Max Horz 2=-213(LC 10) Max Uplift 2=-531(LC 12), 7= 531(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1182/914„3-4=-971/790,4-5=-823/736,5-6=-971/790,6-7=-1182/914 BOT CHORD 2-11=-647/1055, 9-11=-351/823, 7-9=-668/1023 WEBS 3-11=-380/473, 4-11=-265/362, 5-9==265/363, 6-9=-381/472 NOTES - I) 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=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 9-0-0, Extedor(2) 9-0-0 to 16-7-14, Interior(1) 16-7-14 to 21=4-0 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-6 wide will fit between the bottom chord and any other members. 6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=531, 7=531. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No:39380 MiTek USA, Inc. FL Cert 6634 6964 Parke East Blvd. Tampa FL 33610 Date: .. February 20,2020 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MITeke connectors. This design Is, based only upon parameters.shown, and Is for an Individual 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 building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MI lT ek' 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 bracing of trusses and truss systems, see/WSVrPl1 CualB�yy CrIterlo, DSB49 and SCSI Bulldtng Component 6904 Parke East Blvd., Safety Infonnationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314. Tampa, FL 33610 Symbols.. PLATE LOCATION AND ORIENTATION 3/4 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. I " For 4 x 2 orientation, locate plates 0=1hb" from outside edge of truss. Numbering System. 6-4-8. dimensions shown in ft-in-sixteenths (Drawings not scale) 1 2 - . 3 BOTTOM CHORDS 8 7 6 5 This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE required direction of slots in AROUND THE TRUSS. STARTING AT THE JOINT FARTHEST TO connector plates. THE LEFT. Pk7te location details available in MTek 20/20 - CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. software or upon request.. PLATE SIZE- PRODUCT CODE APPROVALS ICC-ES Reports: The first dimension is the plate 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING 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/TPI I: National Design Specification for Metal Plate. Connected Wood Truss Construction. DSB-89: Design Standard for Bracing, BCSI:. Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Trusses are designed for wind loads in the plane of the . truss unless otherwise shown. Lumber design values are in accordance. with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTekO All Rights Reserved 1a MiTek. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 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 truss design to the building designer, erection supervisor, property owner and all other interested parties. 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/TPI 1. 8. 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, orientationand 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.cuf 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. 2.0. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.