Loading...
HomeMy WebLinkAboutTRUSS PAPERWORK1Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. _1 MITek® SCANNED RE: 27845 -Newman Res. St LUCIe COUntY MITek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Phoenix Realty Homes Project Name: Newman Res. Model: Tampa, FL3361odt15 Lot/Block: Subdivision: Address: 8128 S. Ocean Dr. City: Jensen Beach State: FL. Name Address and License # of Structural Engineer of Record, If there is one, for the building. eess: : License State: #: ff'--eral Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special ding Conditions): Design Code: FBC20101TP12007 Design Program: MITek 20/20 7.5 d Code: ASCE 7-10 [All HeighII Wind Speed: 170 mph f Load: 45.0 psf Floor Load: N/A psf package includes 81 individual, dated Truss Design Drawings and 0 Additional Drawings. r my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet orms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. Seal# Truss Name Date No. Seal# Truss Name Date 1 T6635185 -CJ1 11/17/01 18 IT6635202 -EJGB 11/17/01 12 IT6635186 I -CAS I11/17/014119 IT6635203 I-EJ6C 111/17/014 13 IT6635187 I-CJ3 111/17/01420 IT6635204 I-EJ6S 111/17/014 14 IT6635188 I-CJ3S 111/17/01421 IT6635205 I-EJ7 111/17/o14 5 T6635189 -CJ5 11/17/01 22 T6635206 -EJ7A 11/17/01 6 T6635190 -CJ5S 11/17/01 23 ' T6635267 -EJ7B 11/17/01 17 IT6635191 1-CJ5S1 111/17/01424 IT6635208 I-EJ7C I11/17/014 18 IT6635192-CJ5S2 111/17/01425 IT6635209 I-EJ7D 111/17/014 —IT6635193 `EJ2 111/17/01426 IT6635210 -ERE 111/17/014 110 IT6635194 I-EJ2A 111/17/014 27 IT6635211 I-EJ7S 11/17l014 111 IT6635195 -EJ3 111/17/01428 I T6635212 1 ^HJ2 11/17l01 12 T6635196 -EJ3A 111/17/01429 ITS 35213 1-HJ3T 111/17/014 113 IT6635197 I-EJ3B 111/171014 30 IT6635214 I-HJ4 111/17/014 114 IT6635198 1-93T 111/17/01431 IT6635215 1-HJ6 111/17/014 115 IT6635199 1-EJ4 111/17101432 IT6635216 I-HJ6S 111/17/014 16 Ti6635200 I -EJ6 111/17/014 33 I T6635217 I -HJ7 111/17/01d 17 ITi6635201 -EJ6A 111/17/01434 IT6635218 1-HJ7S 111/17/014 The truss drawings) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Magid, Michael My license renewal date for the state of Florida is February 28, 2015. IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, perANSI/TPI-1, Chapter2. SL S irrM9,,,,i �_-_j'.Nc 536 � . STATE OF :�4U Al �% FL Cert. 6634 November 17,2014 Magid, Michael 1 of 2 RE: 27845 -Newman Res. Site Information: Customer Info: Phoenix Realty Homes Project Name: Newman Res. Model: Lot/Block: Subdivision: Address: 8128 S. Ocean Dr. City: Jensen Beach State: FL. No. ISeal# Truss Name Date INo. ISeal# I Truss Name I Date 35 IT6635219 JA010 11/17/01 78 IT6635262 IC19 1111171014 36 IT6635220 IA02 11/17/01 79 T6631263 C20 11/17/01 37 T6635221 A03 11l17/01 80 T6635264 C21 11/17/01 38 T6635222 A04 11/17/01 81 T6635265 C22G 11/17/01 39 T6635223 IA05 11/17/01 40 T6635224 A06 11/17/01 41 T6635225 A07 11/17/01 42 T6635226 A08 11/17/01 43 T6635227 A09G 11/17/01 44 T6635228 13O1G 11/17/01 45 T6635229 B02 11/17/01 46 T6635230 B03 11/17/01 47 T6635231 B04 11/17/01 48 T6635232 B05 11/17/01 49 T6635233 BO6 11/17/01 50 T6635234 36 A 11/17/01 151 3 66235 IBBO07 4 11/17/01T6236 B52 11/17/014I 153 IT6635237 IB09 111/17/0141 54 IT6635238 IB10 111/17/0141 55 IT6635239 1B11 111/17/0141 156 IT6635240 1B12 111/17/014I 157 IT6635241 I B13 111117/0141 58 T6636242 B14G 11/17/014 159 IT6635243 IB15G 111/17/014 I60 IT6635244 IC01G I11/171014 161 16635245 I CO2 111/17/014 162 T6635246 CO3 I11/17/01 63 T6635247 IC04 I1 /1 /014 64 T6635248 I C05 111/17/0141 165 T-53 249 I CO6 11/17/014 66 T6635250 1 C07 11/17/014 67 T6635251 C08 11/17/01 68 IT6635252 C09 11/17l01 69 T6635253 C10 11/17/014 70 T6635254 C11 I 11/17/014 71 T6635255 C12 11/17/01 72 IT6635256 C13 117/0 73 T6635257 C14 11/17/014 74 T6635258 C15 11/17/014 75 IT6635259 IC16 11/17/01 176 IT6635260 C17 111/17/0141 177 IT6635261 1 C18 111117/0141 2 of 2 Job } Truss Truss Type Qty Ply Newman Res. Tee35785 27US -CJ1 Jack -Open 22 7 Job o a East Caaet Truss, Fad Pierce. FL UM Refer to MiTek'TOE-NAIL" Detail for connection to supporting carder truss (typ all applicable jacks on this job). 7.00 72 0-1012 Scale-1:11.8 LOADING (PI TCLL 20.0 TCDL 15.o BCLL BCDL 10.0 0.0 • SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Ina YES Code FBC2010/TPI2007 CSI. TC 0.81 Be 0.11 WE 0.00 (Matrix-M) DEFL. In Vert(LL) -0.00 Vert(TL) 0.00 Horz(TL) 0.00 (loc) Well Ud 7 "99 240 7 >999 180 2 n/a We PLATES GRIP MT20 244/190 Weight: 8lb FT=0% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied orO-10-12 oc purlins. BOT CHORD 2x4 Be No.3 BOT CHORD Rigid railing directly applied or 10-0-0 oc bracing. WEDGE IMill recommends that Stabilizers and required cross bracing Left: 2x4 SPINo.3 be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 2=444/0-8-7, 3=194/1V!echanical I Max Hom 2=237(LC 8) Max Uplift2=-778(LC 8), 3=-194(LC 1) Max Grav 2=458(LC 13), 3=436(LC 8) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shaven. TOP CHORD 2-3=402/206 BOT CHORD 2-4=179/342 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-sewnd gust) Vasd-132mph; TCDL-9.Opsf; BCDL-3.Opsf; h=29ft; B=4511; L=24ft; eave=oft; Cat. 11; Exp D; Encl., GCpoO.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip!DOL=1.60 b 11111 f 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricatorto increase plate sizes to account forthese factors. 3) Plates chocked for a plus or minus 0 degree rotation about Its center. ��, ,\\ G•• G lG 4) This truss has been designed for a 10.0 Pat bottom chord live load nonconcurrent with any other live loads. ,� ply •'�,\ E N S�:'•Qx 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 : Ca yam• fit between the bottom chord and any other members. NO 53681 !'• 6) Refer to girders) for truss to truss connections. * : :• 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift aljolnt(s) except gt=lb) 2=778. 3=194. 8) "Semi -rigid pitchbreaks Including heels" Member end fairy model was used in the analysis and design of this truss. b • 9�a STATE F i ORI FL Cert. 6634 November 17,2014 QNUZ1ahO Mfr6eslOn/anmeRn aoENE10 M]FSGHifaSAlA IMSWFD MtiEKRFFFflFAQ'MGEMfhX)3 mr. I/F9/IOraY}FCAEIeE Deall valid for use only with Was, connector. the ocean b based only upon parameter shown. and a for an indlddual lou;Ming component. Applhobllity, of design parameters and proparinwra.rotion of component b responsib0ity, of building design, not tmr designer. Bracing shown 11for lateral support of individual web members only, Addlllonal temporary bracing to Insure stability during construction N the responsiblllity of the erector Addltional permanent bracing of the overall structure Is the responsibility of the build ng designer, For general guldonce regarding MiTek• fobrfoatbn. quality gc�oantrol, storage. delivery, en section and bracing, concurs ANSI€/SXPIt Quarry 7Ciffeda. DSO.89 and 0CSl Building Component II1Satyiitham Pone rsp Ismsbe�isrosspKJi IeU,rlthedesl;n valuei areitih3os2a caecrSdssdre ga/0114 3hYAISC 6904 Parke Easl Blvd. Tampa, FL 35810d11a Job } Truss Truss Type Ory, Ply Newman Res. T6635166 27e45 -Wle Jacbopen 4 1 b Eldgrence (ool East Coast Truss. Fort Pierre, F4 MM ID;kFcScOSnikjkiippr4COYcyJJjG-bX7rVLTnyV4CJMuX A42ms2Vglvi peaOLMDOk3yILdx .244 H 0-061� 244 a1a12 Scale=1:11.8 _Plate Offsets (X.YI— I5:0-1-O.Edael LOADING(psQ SPACING- 2-0-0 CSI. DEFL. In (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.77 Vart(LL) 0.00 5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.52 Vert(TL) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horil 0.01 3 n/a n/a BCDL 1P.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 9lb FT=0 LUMBER - TOP CHORD 2x4 SP No.t BOTCHORD 2x4 SP No.3 WEBS 2xe SP No.2 REACTIONS. (ib/size) 5=668/0-8-0, 4=185/Mechanical, 3=-239/Mechanical Max Horz 5=281(LC 8) Max Uplift5=-1135(LC 8), 4=185(LC 1), 3=239(1_C 1) Max Grav 5=668(LC 1), 4=327(LC 8), 3=451(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 0-10-12 oc purlins, except end verticals. BOT CHORD Rigid calling directly applied or 1040-0 oc bracing. MRek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installationguide, FORCES. (Ib)- Max. Comp.IMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=476/811 NOTES- 1) Wind: ASCE 7-10: Vuft=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.OpsF h=29ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exit D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and fight exposed; and vertical left and right exposed; Lumber DOL-1.60 plate grip,DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) This truss has been designed for a 10.0 psi bottom chard live load nonconcunent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will gl between the bottom chord and any other members. 6) Refer to glNer(s) for truss to truss connections. 7) Bearing atjoint(s) 5 considers parallel to grain value using ANSUTPI 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 1001b uplift at)olnt(s) except gt=lb) 5=1135,: 4=185,3=239. 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. FL Cert. 6634 November 17.2014 A,yul V d4 Scign panne..a•E fl P MWQKTygTV 11=100 NIhXNEFEREhMMGE 061-Mn rta XIM12e1411JFGEUSE Design valid for use only Win rwrek connectors. This design is based only upon parameters shorn, and Is for an Individual building component. Appllcalorty of design parameters and proper lncorporatlon of component 8 respom blllty of bulding designer- not truss designer. Bracing shaven 11 for Wilalsuppod of lndivldualweb members only. Additional temporary bracing to Insure stability during construction is the responsibility of the Addltlonel peananendbracing of the moral simcture is the responsibl�ty of the building designer. For general guidance regarding fabrl quality control si.e..delivery. erection and brceing. consult ANSIAPII Ouarty cruel DSB.89 and SCSI Building Component y lacy 1.1car tl9n gvapobla homJrvss Plate lnstiNte. 781 N. tee fhae6 Suit. 312 At...npdo. Vq 01e I/5outbem Pme ISP/ lumber issperii iedrthe design va l are [hose e((ecbre Ob/01/3013 byAISC MOWerector. 69N Parke East all Tempe. FL J381P4115 I -2-0-0 I 2-0D-02 ' 2<4 2-1a12 Scale=1:17.8 LOADING(psQ SPACING- 2-0-0 CSI. DEFL, In (too) Vde0 Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Ven(LL) -0.01 4-7 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.21 Vert((TL -0.01 4-7 >999 180 SCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(T) 0.00 2 nits n/a BCDL 14.0 Code FBC2010/TP12007 (Matrix-M) Weight: 141b FT=O% LUMBER- I BRACING. TOP CHORD 2z4 SP N1.2 TOP CHORD Structural wood sheathing directly applied or 2-10-12 oc purlins. BOT CHORE 2x4 SP No.3 BOT CHORD Rigid telling directly applied or 10-0-0 or. bracing. WEDGE MITek recommends that Stabilizers and required cross bracing Left: 2x4 SPo.3 �J be Installed during truss erection, in accordance with Stabilizer REACTIONS. Installation gulde. (Ib/size) 3=49/10echanical, 2=370/0-8-0, 4=5/Mechanical Max Ho¢ 2=341(LC 8) Max Uplift3=-54(LC 5), 2=-474(LC 8) Max Grant 3.72(LC 13), 2=381(LC 13), 4=50(LC 8) FORCES. (Ib)-Max. Comp./Max. Ten. -Ali forces 250(Ib) or less except when shown. TOP CHORD 2-3-5271238 BOT CHORD 2-4=210/405 NOTES- 1) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vesd=132mph; TCDL=9.OpsY 0CDL=3.0psf; h=29ft; 8=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL-1.60 plate grip DOL-1.60 „511111 p111j 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection confidants. It Is the of the fabricator to increase to for these factors, %%\ S• responsibility plate sizes amount 3 Plates checked for a plus or minus 0 degree rotation about 6s center. ♦♦� P,EL I i 4) This Wssihas been designed fora 10.0 bottom live load live loads. : CJ GEN• C � \ 3 ••'. /(1o��� pal chord nonconcurtent with any other • ♦ 4 ' • • 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. �♦ yr �, ,"•/ � No 53681 - 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at Joints) 3 except 0=11s) 2=474. 8) "Semi-riglif pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. .. CC 'SS', STATE /O F ��/ •: OR il FL Cert. 6634 November 17.2014 ANAIWl4YedfrEesgn /annx@naW 11GU lARSGNMISAND rM1WFD MriE%FFFCRFME MGCM(l-N)3 rem I/15yE011P869FUSC Design va8d for use onNwfth Wek connecti n6 deign is based any upon parameters shown, and is foranm iddual building component. Applicability of design parameters and proper incorporation of component Is responsibility of build ran dosignrl not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability duling construction is the responsibility of the erector. Additional Permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding WOW fabrication. qua5ly control dorago. dsstwr, erection and bracing. consult ANSI/7PI10uality Citadel DSIl and BCSl Building Component Sofalylnformallon avo'abla hampuss Plate lilute,781 N. Lee Steel. Suite 312. Alexandria, VA �]314. II Solsthem pine 1Sp� lumber rstpec'il the design values are those effective 06/01120131al 69N Parke Fast BIW. Tampa, FL 33610A115 Job Trus TN94 Type Oty Ply Newman Res. T6636188 27645 -=: JBok-0Pon 4 1 b ere i East Coast LOADING TCLL TCDL BCLL BCDL WEBS Fort PkrCe. FL. 34e46 ,.eau a du, n e-,• ran va moumuea,,ue. mou nu• a ar Ones . ID:kFcScOSnikjkiipPr4COYcyJJjG-3kZDihUPjoC3xW rjVubHJ3bgQgNgg09H9V52Ya0yyHVylLtlw 2-0 4 2-10-12 Scale=1:17.8 1 1 1 ' 1 SPACING. 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Ina YES Code FBC2010/TPI2007 CSI. TC 0.77 BC 0.43 We 0.00 (Matrix-M) DEFL. in Ve an -0.02 Vert(TL) -0.02 Horz(TL) 0.02 (loc) Well L/d 4-5 >999 240 4-5 >999 180 3 n/a n/a PLATES GRIP MT20 2441190 Weight: 151b FT=0% BRACING. 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-10-12 oc puffins, 20 SP No.3 except end verticals. 2x8 SP No,2 BOT CHORD Rigid telling directly applied or 6-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation e (lb/size) 5=40810-8-0, 3=26/1stechanical, 4=-15/Mechanical Max Holz 5=384(LC 8) Max Uplift5=-527(LC 8), 3=-55(LC 5), 4=-15(LC 1) Max Grav 5=411(LC 13), 3=52(LC 6).4=65(LC 8) FORCES. fib) - Max. Comp./Max. Ten. -All forces 250(I1b) or less except when shown. TOP CHORD 2-5r-3521477 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL=3.OpsY h-29ft; B=451i L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 to provide ccount forthesement lfarctors. or rough handling and erection conditions. It Is the 2) As re9ponslblhty ofates have not thefabricator toeen Increase to tt t t t t t fill, S. plate sizes a 3) Plates ,%%%��PSL � �j effected for a plus or minus 0 degree rotation about Its renter. 4) This truss has been designed for a 10.0 psf boftom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where 3-6-0 tall by 2-0-0 �% , •........�✓yq �� NO • \* G E '•.,G' �; • V a rectangle wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. NO 53681 '. 7) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. ^ � �C; ; 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) 3, 4 except (jl=lb) 8) 3. f 4/ 27. 9) "Seml-rlgid pitchbreaks Including heels" Member end fixity model was used In the analysis and design o1 this truss. STATE ,07 Fes-:-s A, A,/ p, ; 4U,` , S1110NA, to%%N FL Cert. 6634 November 17,2014 AMARNfN3YeNrdeaya PanmeRn aaOnFAD AORSCN7MSAIA rIQWFD NfIF%aalFR£ME MGE NII-M73 re•. ]/!9/IOfS&IaflEll]E Design void farusa only with Was: conneotors. This design. bosodanth-Pon parameters shown, and is for an lndfl dual balding component. of design parameters and properinco,Poatlon of component is responsibility of building designer- not puss designer. Brocing shown Nil' Is for lateral support of Individual web members onN• Additional temporary bracing to Insure stablydy during construction Is the responsibllllty of the Additional iwiTek' erector. permanent bracing of the ovemil structure is the responsibllity of the building designer. For general guidance regarding fabdcatoru quality c.rfaL storage, delivery. erection and boating. consult ANSIAPII Duality Cri 0511-119 and BC5l Building Component Sees, Parka East Bind. S IeN lnldrmagon ble homJNss Platahftibte.7Bl RLea,,S5"at. Suite 312, Aleaondda. VA 77zz33Id If Saulmem PmejSPjlumber sssp"Ifilu the devglvalues are Nose eHectire O6/01/2U331ayAL5C Tampa, FL W61a4115 T6635189 2. 4 I 4.10.12 Scale -1:23.6 rsf-3k] Plate Offsets (X Y)- 120-1-00-1-81 LOADING(psf) SPACING- 2-0-0 CSL In (too) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 -0.02 4.7 >999 240 MT20 244/190 TCDL 1&0 Lumber Increase 1.25 BC 0.41 EHO.01 .0.06 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES We 0.00 3 n/a n/a BCDL 1?.0 Code FBC2010/TP12007 (Matrix-M) Weight: 21 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.3 WEDGE Left: 2x4 SP No.3 I REACTIONS. (Ib/size) 3=131/Mechanical, 2=433/0-8-0, 4=42/Mechanical Max Hoa 2=447(LC 8) Max Uplift3=-179(LC 8). 2=-443(LC 8) Max Grav 3=173(LC 13), 2=450(LC 13), 4=82(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=925/555 BOTCHORD 2-4=351/297 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation oulde. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=29ft; B=45ft; L=24ft; eave=4ft; Cal. II; Exp D; Egcl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL-1.60 p DOL=1.60 2) Asia have t beendesignedto providetolerances or rough handling and erection conditions. It is the st d, plates 1S 1f7��/��,' onrequested, a o Increase sizes to account for P Y p 3) Plates chocked for a or minus 0 degree rotation about its canter. ♦,,�����` ♦. W +• •+•• plus 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. GAP ♦♦ O E ni ♦ `s ^�� �; • •' 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 �♦ J'"•'�. fit between the bottom chord and any other members. NO 6) Refer to girder(s) for truss to truss connections.^,- 7) Provide mechanical connection (by others) of truss to bearing plate capable olwilhstanding 100 lb uplift at Jolnt(s) except Ql=1b) 3=179. _ 2=443. 8) "Semi-rlgld pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. -fl • = �'• ///STATE F %%`�♦♦ FL Cert. 6634 November 17,2014 AHANMAG Veriry Cesgn P+ram+ho+nEI1F/DMIESGNTNISAIAfM1L90 MfiFK/tFFFa£fk'MGEXff.l9)3 veer I/[9/IOIGeFlaflllaE Design valid for use only with Wrek connectors. The design is based bray upon parameters shown. and is foron individual building component. ��• Applicability of design parametersand proper Incorporation of component Is resportl of buiding designer- not buss designer. Bracing shown is farlateraisuppod of Individual web members only. Additional temporary bracing to Insure stability during construction is the respomlblllity of the MiTek' erector. Additional permanent bracing of the ove.0 structure b the responsibility of the building designer. For general guidance regarding faGicotbn, quality controt storage, delivery, erection and bractl consult ANSIRPI I Quell Cdteda, DSB-89 and 801 Building Component 69U Parke Fast BIM. Safety lnfarmallgn 7v ride from Truss Plo)e NSlit le. N. Lee Streat. Suite 312. Atexandr., VA p2314 tl Southern Pme SPIT lumber isspasdtedrf�e design values are share, effective 01)2013 by ALSC Temps. FL 336104115 Job Truss Truss Type Oly Ply famines Res. J, T6635190 27US -CJSa Jack-0pen 4 t Job Reference Fast Coast Truss, Fon Plerce, FL 34946 7.5ee a Jul 112014 Ml l exlnaustnes, Ina. men novsr pe:x4:sezos4 rages ID:kFcScOSniklklippr4COYcyJJjG-3kZDihUPIoC3xWrYubHJ3bg09JpY52YaOyyHVylLdw -2.44 I 4.10.12 2-0-4 4-10.12 Scale=1:23.6 Plate Offsets KY)— 15�0-0-14 0-2-141 LOADING lip sf) SPACING- 2-0-0 CSI. DEFL. In (too) Well Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.77 Vert(LL) -0.03 4-5 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.30 Vert(TL) -0.04 4-5 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Hourri-) 0.02 3 n/a n/a BCDL 14.0 Code FBC2010/TP12007 (Matrix-M) Weight: 22 lb FT=0% LUMBER- I BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 4.10-12 oc purlins, BOT CHORD 2x4 SP N0.3 except end verticals. WEBS Zx8 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation de REACTIONS. (lb/size) 5=452/0-e-0, 3=115/Mechanical, 4=31/Mechanical Max Ho¢ 5=490(LC 8) Max Uplifts=478(LC 8), 3=-164(LC 8), 4=-2(LC 5) Max Greg 5=460(LC 13), 3=160(LC 13), 4=75(LC 3) FORCES. (lb) -Max. CompdMax. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-5=409/485 NOTES- 1) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Ops1; h=29ft; B=461t; L=24ft; eave=4ft; Cat. II; Exp D; Eng., GCpl=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree retailers about Its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will , fit between the bottom chord and any other members. 6) Refer to gtrder(s) for truss to truss connections. 7) Beading at joint(s) 5 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 jolnt(s) 4 except 61=I1b) 5-478: 3=164, 9) "Seml-rigid pitchbreeks Including heels" Member end fixity model was used In the analysis and design of this truss. 1111111118111. VS�•:C No 53681 STATE F :40Z. 110NALE��`� r�11111111111 FL Cert. 6634 November 17,2014 ANARMw-MilfFEergnpanmertnaoO REU) MZS6e 7MSAfs rMaveop FXftEFFPFM£MGEM(r-M)3 re. t/a9/IOIIBFFMrUSE Dasignvalid fa1ureon1y Wth NJrekconnectoo. Ihisdeslgnebased onl,upon pammetersshawn. and isforon lndivklvalbutldVg component. ��- Applicablity, n of design porometeand pmpetlncoro pmlion of component 6 respcnsib5ty of bullring designer -not mus deslgnar. Bracing shown Is forlaterol support of lndlWolval web members only. Additlonal temporary bracing to Insure stability during construction is the responslb011ty of the .motor. Additional permanent bracing of the overall structure Is the responsollity of the bullding designer. For general guldence regarding MiTek' fabrication, quality conlraL storage, delivery, erection and bracing, comull ANSI/n,n qualify Were,pill-89 and 9C318uilding Component Safety Information Wa'�ablelranhun Platq In litule.76IRBes, tree6Sviie312,Alexandria. VA p2314 If Southern Pine rap) lumber isspecilseri, the design valuesare thole effective 06 201%2013 byALSC 69M Parka East 8W. Tempe. R33610.411a 1 T6635191 LOADING TCLL TCDL 1 BCLL BCDL 1 LUMBER - TOP CHORI BOT CHORI WEBS REACTIONS. 2 --4 3f0. � 2-44 7-7-1 I 3-&112 �1 Scale =1:23.7 ' SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Ina YES Code FBC2010/TP12007 CSI. TC 0.77 BC 0.50 WE 0.08 (Matrix-M) DEFL. In Vert(LL) 0.03 Vert(TL) -0.04 Hom(TL) 0.01 (loc) gdeft Ud 5-6 -999 240 5.6 >999 180 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 22 lb FT=0% BRACING. 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or4-10-12 cc purlins, 2x4 SP No.3 except end verticals. 2x8 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. 3.6: 2x4 SP No.3 MiTek recommends that Stabilizers and required crass bracing be Installed during truss erection, In accordance with Stabilizer Installation guide. (Ib/size) 7=452/0-8-0, 4=108/Mechanical, 5=38/Mechanical Max Holz 7-490(LC 8) Max Uplift 7=478(LC 8), 4=-150(LC 8), 5=-10(LC 5) Max Grav 7=460(LC 13), 4-151(LC 13), 5=74(LC 3) FORCES. (lb) -Max. CompJMax.Ten.-All forces 250(I1b) or less except when shown. TOP CHORD 2-7=265/221, 2-3=-299/85 WEBS 3-6=-179/282 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Ops1; h=29h; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; and vertical left and right exposed; Lumber COL-1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placementtolerances or rough handling and erection conditions. his the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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) Refer to girder(s) for truss to truss connections, 7) Bearing at joint(s) 7 considers parallel to grain value using ANSUTPI 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 4781b uplift at joint 7, 150lb uplift at joint 4 and 10 lb upllft at joint S. 9) "Sem4rlgid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �jj �PsL �S. ZI �'',`N✓�o 53681 9/ STATE F .4/� p'�sSlO .4 0 . N A� FL Cert. ti634 November 17,2014 i AWAM640 VAI 6ergn Nameanaar a WR Vff THUMD IM VDED MITIN FF&SE FA4FM(I-1413 rer. V/ 12016aa'69F15ft Design mild for use onN with Wait connectors. This design 6 based onh upon parameter shaven. and 8 for an lnANtlual building component. Appicabsity of design paramoters and proper incorporation of component is responsibllily of buHding designer -not Imes designer. small shown Is for lateral support of hcMduai web members only. Addilonal temporary bracing to Insure soblllh during construction N the responobllllty of the WOWerector. Addillonal permanent bracing of the overall structure Is the responsibility of the bulltling designer. For general guldcnce regarding tobskation, quality conlroL storage. delivery. erection and bracing. comell ANSI/f9110oollly Criteria,DSE-89 and WSl su9ding Component 69N Parke Ear BM. S leh lnfarmalign gvasable ham Truss role flibfe. 781 Lee ifeel. Suite 312. AfexonQrio. VA2�J114. 17Sr hem Ire 5P lmnbartsspecsfie ,th4detu nvzuesarethose effective 06/u3 byAISC Tampa, FL3361W115 Plate Offsets IX Y)— 12,0-1-0 D-1-81 LOADING (pil SPACING- 2-0-0 CSI. DEFL. In (foe) Ildell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert(LL) -0.02 4-7 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.41 Vart(TL) -0.06 4-7 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.01 . 3 n/a Na BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 21 lb FT=0 LUMBER - TOP CHORD 2x4 SP Ill BOT CHORD 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 3=131/Mechanlcal, 2=433/D-8-0, 4=42/1ifiechanical Max Hors 2=447(LC 8) Max Uplift3=-179(LC 8), 2=-443(LC 8) Max Grew 3=173(LC 13). 2=450(LC 13). 4=82(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=925/555 BOT CHORD 2-4=351/297 BRACING - TOP CHORD Structural wood sheathing directly applied or4-10-12 oc purling. BOT CHORD Rigid ceiling directly applied or 10-0-0 to bracing. MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide NOTES- 1) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL=3.OpsY h=29ff; B=45f: L=l eave=4R; Cat. II; Exp D; Encl., GCpI=0.18; MWFRS (directional); cantilever left and fight exposed; antl vertical left and right exposed; LumberDOL=1.60 plate gripiDOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the 1111111 ,��11� 11j1I�' �' S. �� responsibility of the fabricator to increase plate sizes to account for these factors. l% P. M x -T�1 .ift• 3) Plates checked for a plus or minus 0 degree rotation about 8s center. 4) This truss has been designed far a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦♦♦ • •.• G E ♦ `S ••'• �' • 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 tell by 240 wide will �♦ No 53681 �•• fit between the bottom chord and any other members. 6)Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 no uplift at joints) except Qt=lb) 3=179, 2=443. �r** _ 8) "Seml-rigid pitchbreaks including heels" Member antl fairy model was used in the analysis and design of this truss. 9 y STATE F : •� i I. T� P N% 0 R; Q 0 N Al-00%. FL Cert. 6634 November 17,2014 AMA¢M.+G Yenlrletlga yanmeren ecCAFAa rARS DNNRSM9IN1UafD NfIF%RFFFREMEO,iGEXtI-M73 nr. 1!>9/101181rlAErnE ■ Design valld foruse ontyvdlh Wek connectors. This design is based arty upon peromafers shown and is for an individual building component. ��• Applicability of design parameters and properincorporation of component B responsibility of building designer -not two casigner. Bracing shown Is for lateral support of lndlvtdual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Mew erector. i Additional permanent bracing of the ovem0 structure is the responsibility of the building designer, For general guidance regarding ��YY�� 1 Il fabricotbn. quality controlstorage.delivery, erection and bracing. consult ANSIIFJI gel CMerlo. DSB.89 antl BC3f Building Component 69N Parka Earn Bind. S lerylniormvtlgn hie ham Jmss Plate ingituta. r8iN 1ee51reeLSuite312AIg2wndrio. VA�Z11�013h Tempa.FL3301W115 tl Sauthem psne� �lumberlssisecifieU, thedesicrivauesinethasee estive 06 Ul yALSC Job Truss TNsa Type Qty Ply Newman ftes. T6635193 27US _,2Jack-Open 1 1 c East Coast Tras9, Fan Prime. FL. U946 7.530 s M 112014 MIrex ingana. inC. Mon NOV l l uaa421 LUl• Pegal ID:kFcScOSnikjkilppr4COYcyJJjG-06g 7NVgFQSnApd6Fld10Ug7Cz7007Yr1 KR3LOy1Ldu -24 .4 I 2440 2d4 2-0-0 Scale: 31411' Plate Offsets (X.Y)— 12:0-0-0 0-0-131 12 0-2-9 Edcel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (too) War L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.01 4-7 >999 240 MT20 244/190 TCDL 15.0 Lumber lncreaso 1.25 BC 0.30 VeQTL) -0.01 4-7 >999 180 BCLL 0.0 • Rep Stress Incr YES WE 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP120D7 (Ma1nx-M) Weight: 13 lb FT-0% LUMBER. TOP CHORD 2x4 SP No.2 BOTCHORD 2x4SPNo.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 3=23/1,11echanical, 2=363/0.8-0, 4=-12/Mechanical Max Hom 2=311(LC 8) Max UpIR3=-35(LC 5), 2=502(LC 8), 4=-12(LC 1) Max Grew 3=40(LC 13), 2=373(LC 13), 4=72(LC 8) FORCES. (ID) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=501/234 BOT CHORD 2-4=-213/415 BRACING. TOP CHORD Structural wood sheathing directly applied or 2-" oc punins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. I NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf BCDL=3.Opsf, h=29h; B=45ft; L=24ft; eave=oft; Cat. II; Exp D; Errol., GCpi=0.18; MWFRS (directional); cantilever left and night exposed; end vertical left and night exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase sizes to account for these factors. Btu 111 f lit f� ,%\B S. �i plate 3) Plates for 0 degree ,%\ P,SL ........ M checked a plus or minus rotation about its center. 4) This truss. has been designed for a 10.0 pat bottom chord live load nonconcunenl with any other live loads. 5) • This C E N S •''. C/ i�� �' • �• truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will �� Y-'" fit betweejl the bottom chord and any other members. 6) Refer to girders) for truss to truss connections. .�.- ^'.No 53681 * J 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001upiftlatJoint(s) 3, 4 except (jt=1b) 8) "Semi -rigid pitchbreaks including heels" Member antl fixity model was used in the analysis and design of this truss. 5),V) STATE F 0 R .,�0S,ONA' %. FL Cert. 6634 November 17,2014 ®WAIWIlq Yenrrdes�Nn+me@n.nJeFPD MIFSGNIIRSAIA IMSeOro MlrflreLlFgE(R£MGf MfFM)3 re• t/29flOIlaII491U3E Design valid fw use any With Ndek contractors. Ah design a based only upon parameters shown antl is tar an lnd!Vduol binding component. ��• Applicability o1 design parameters and properincoryamllon of component 6 responsibility of bustling designer -not into designer. Bracing shown Is far lateral supped of Individual web members only. Additional temporary bracing to Insure stability durrg construction k the responslbniity of the Additional bracing WOWerector. permanent of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage. delivery, erection and bracing. consul ANSUIPII Quality Crileda, DSB.89 and BOO Building Comparator Safeiylnlorro,Mn rMbiafom)rvss Plate lnffitute.781N. Bee Street, Suite 312Alexondna. yq 22]14. BSauthem mefaPJ lumber lsspefuiess, the design valuesare Noseeffeclive WM02/2023 In A1SC 69W Penn, East 810. Tara,.R3361Gi115 Job Truss useType Ott, Ply Newman Res. T6635194 27845 -EJ2A Jack-0pan 2 1 do Eaet Coast TN9e. Fan Plerce, FL. 34946 /.WV a W.l P 1 zv.- WIP vn m......- -. ...-....-. .. ... - ID:kFCSCOSnINkiippr4COYcyJJjG-06g_7NV9FOSnApd6gdlOUg9bzl k07Yr1 KR3LOylLdu z-4o 2-ao 3x3 = LOADING (par) SPACING- 1-13 CSI. TCLL 20.0 Plates Increase 1.25 TC 0.15 TCDL 15.0 Lumber Increase 1.25 BC 0.14 BCLL 0.0 Rep Stress Ina YES WB 0.00 BCDL 10.0 Code FBC2010/TPI2007 I (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOTCHORD 2x4SPNo.3 REACTIONS. (lb/size) 1-106/0-8-0, 2-70/Mechaniml, 3=30/Mechanical Max Horz1=121(4C 8) Max Uplift 1=32(LC 8), 2=104(LC 8), 3=16(LC 8) Max Grav 1=109(LC 13), 2=91(LC 13), 3=44(LC 3) FORCES. (to) -Max. Comp./Max. Ten. -All forms 250(lb) or less except when shown. Scale=1:12.7 DEFL. In (too) Udell L/d PLATES GRIP Vert(LL) -0.00 6 -999 240 MT20 2441190 Velt(TL) -0.00 3.6 >999 180 Horz(TL) -0.00 2 Na Na Weight: 8lto FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-0 oc purlins. BOT CHORD Rigid coiling directly applied or 10-0.0 cc bracing. Walk recommends that Stabilizers and required gross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; What70mph (3-second gust) Vasd=132mph; TCDL=9.Opsf BCDL=3.Opsf; h-29ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) This truss has been designed for a 10.0 par bottom chord live load nonconcument with any other live loads, 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Refer to glMer(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 1, 3 except T=lb) 2=104. 8) "Semi-ri91tl pitchbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. �,,\G?PC V Fl1��g No 53681 ;"• Z STATE OF tx A,C`� FL 16634 November 17,2014 AWARMM-VeorrQergn /anrve@n god llF/.e MiFSGN7NfaAAO fM1VOCa NfRXPFFFAEMFM6ENfFl9)3 re. 11"12011 BERNWInE Design valid for use onlyvdth Wok connectors. This design is based only upon parameters shovm. and B loran individual building component. ApplicablRy of design parameters and proper Incerporallen of component N responsibility of building designer- not truss designer. Bracing shaven Is farlatard support of Individual web members only, Additional temporary bracing to Insure stealthy during construction is the responsibility of the erector. Addillonolpeimanentbracingoflheovemus9uctureislherespondbllityofthe buildbgdesigner.For general guidance regarding �p T N (''ek' labdcatlon, quality control storage, delivery, creation and bracing, consult ANSI/TPl1 Duality Creeda, DSB.B9 and BCSI Building Component S ley Information BBoobla BOm]rvss Plate N liN1eJ61N. Lee Sheol. Sulle312, Alexandria, VA pp?2�3r4. I�SouNem Pme7SPl lumher Isspecine�,the de5tgrl slues are NoseaGective O6/01/1013 byAiSC 69M Pane East Blvd. Tampa, FL 336f0d116 T6635195 -2-44 3.40 2-0-4 3.0.0 LOADING (pso SPACING- 2-0-0 CSI. TCLL 20.0 Plates Increase 1.25 TC 0.81 TCOL 15.0 Lumber Increase 1.25 BC 0.26 BCLL 0.0 • Rep Stress Inv YES WB 0.00 BCDL 10.0 Code FBC20107PI2007 (Matrix-M) LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No,3 WEDGE I Left: 2x4 SP No.3 REACTIONS. (Ib/size) 3=54/Mechanical, 2=372/0-8-0, 4=8/Mechanical Max Hom 2=346(LC 8) Max Uplift3=-58(LC 5), 2=471(LC 8) Max Grav3=78(LC 13), 2=383(LC 13), 4=46(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=532/239 BOTCHORD 2-4=-209/403 Scale=1:18.1 DEFL. In (too) I/deg LJd PLATES GRIP Vert(LL) -0.02 4-7 >999 240 MT20 244/190 Verb TL) -0.01 4-7 >999 180 Horz(TL) 0.00 2 n/a n/a Weight: 151b FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0.0 cc pur ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. M7ek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wnd: ASCE 7-10; Vuh=170mph (3-second gust) Val32mph; TCDL=9.OpsY BCDL=3.ops1; h=29ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp D; Encl„ GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the 1111111111//j `�% I/, S, L respor ilgy of the fabricator to Increase plate sizes to account for these factors. M -T 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 par bottom chord live load nonconcunent with any other live loads. �� G.•........ `���� ; •�\ G E N Q '•Q , •). 5)' This truss has been designed for a live load of 20.0psf an the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will gl between the bottom chord and any other members. No 53681 r 6) Refer to girder(s) for truss to truss connections, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift aljoint(s) 3 except Ol=lb) r 8) "Semi -rigid pitchbreeks Including heels" Member end fixity model was used in the analysis and design of this truss. f STATE F ,0 FL Cert. 6634 November 17.2014 AWAItMM-Yenryee,g aaram.....dxma M1FSGNrNrSA(AfrAVOfD MtifxnfrfflEMEIMGEN(1-1913 rex 1/39/Eor4B4M£NSf DedgnvaBd for use only with Welk connectors. inks dedgn is based only upon parameters shaven, and is for an Individual building component. ��- Applicapllily of design parameters and properincoMarallon of component ks msponsklily of bulding designer -not truss designer Bradng shown h far Weer support of individual web members only. Additlonal temporary bracing to Insure Morality during conslmcten is the moporablllity of the MiTek' erector' Additlonal permanent bracing of the overall structure Is the responsibility of the building designer For general guidance regarding fabrication, quality control storage. deiNery, erecikn and bracing, cansult ANSUr9110oolly Cr8ede. DS6.89 and SCSI Sueding Component 69N Parka East and. S tety lnlormot�gn gwlabia ea r i suss Plate Ipj1dule. 781 N. tee heel Suite 312. Alexandria. VA 2314 I�Sauthem Pme pPl larmbcr rsspecdresi, thedesign atsues are those eRective O6 01A013 byALSC Tampa. FL 3381"115 T6635196 Us = 3-0.0 30.0 30.o scale-1:14.7 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vital Ud PLATES GRIP TOLL 20.0 Plates Increase 1.25 TO 0.25 VertCL) 0.01 3-6 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.01 3-6 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Hom(TL) -0.01 2 We n/a BCDL 10.0 Code FBC2010/TPl2007 (Matrix-M) Weight: 101Is FT=0% LUMBER- i BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 cc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 10-0-0 cc bracing. MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=137/0-8-0, 2=90/Mechanical, 3=38/Mechanical Max Hoe 1=156(LC 8) Max Uplift 1=-46(LC 8).2=133(LC 8), 3=-18(LC 6) Max Grav 1=143(LC 13), 2-117(LC 13), 3=56(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOTCHORD 1-3=359/243 NOTES- 1) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=29ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exit D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for thesefactors. 3) Plates checked for a plus or minus 0 degree rotation about its cen „(f1111`Sllf// //, 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. ��ter. , , , ,� `, P S. `•. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6o tell by 2-a0 wide will �% G` • N G E N S'•.•�� fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. �. ` llv�;' '•. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) 1, 3 except jt=1b)NO 2=133. 3681 8) "Semi -rigid pitchbreaks including heels' Member end fixity, model was used in the analysis and design of this truss. STATE F ,��i,F �,' •: O R 10 P QNN % .,�SSfONA, ``�. FL Cert. 6634 November17,2014 AMAaNIM-YerRr Pelgn yanme@nr,vosprARSGNT1iISAlA1M1t0F➢NftExnREAFMFFKGENlI-lGll re.1/l9/EOICfl469EU5E Design vaAd for use only with Wok connectors. This design is based only upon parameters shown. and is for an indivfdual building component. Nil' of design Poramelers and proper incorporation of component 6 responeb0ity of buildiing designer - not two tlesigner. Bracing shown 11 for lateral support of lndlvldual wab members only. Additional temporary bracing to Insure stabity during constmctlon is the responsiblllity of 'AddBlonal MiTek' sector. permanent bracing of the overall structure Is the responsibility of the bullring tlesigner. For general guidance regardlnp tabdcalion, quality central, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality CCrIferfa,DSB-89 and BC5l Building Component 69M parka East BW. safety t tSo.them Puie 15Pr lumber uipelcified,thedes gn valt m are N3meeffeeuve O 1141G13byAl5C Tampa, FL 336te4115 Jop Truss Truss Type Qty Ply Newman Reen. Tfifi3519] 27845 -FJ3B ack-0pan Girder 1 1 o e io al East Coen Truss, Fan Plerce, FL. 31 eforNOV17.5:24:232.14 ago I D:kFcScOSnikjkiippr4COYcyJJIG-yVokY2%wmlIV07nUnigDTvmThmc(UvQ7Uew9QGyILds 3-Pa 5x5 = 2x4 II Style =1:14.7 Plate Offsets rR Y)— 11•Edae D-2-121 LOADING (p'sp SPACING- 2-0-0 CSI. DEFL. In (too) Udell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 VerdLL) 0.02 3-6 -999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.56 Vert(Tt.) -0.03 3-6 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.04 Hool 0.01 1 1 n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 151Is FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 cc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid telling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. (lb/size) 1=428/0-8-0,3=305/Mechanical Max Hom 1=151(LC 21) Max Uplift 1=-432(LC 8), 3=-377(LC 8) Max Grav 1=796(LC 19), 3=545(LC 25) FORCES. (Ib)-Max. CompJMax.Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 1-2=377/192 BOTCHORD 1.7-301/391 NOTES- 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL=3.Opst; h=298k B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about Its center. 111,1111111/, �,, 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, • ,�� �,G PEA' S. 4 '.. ........ \ 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-U wide will �� . • N G E fit between the bottom chord and an other members. 5) Refer to girder(s) for truss to truss connections, ^^^ ...k F..Ci Q--% •� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joinl(s) except Qt=lb)1=432, ^ No 53681 3=377. 7) "Semi -rigid pitchbreaks including heels" Member end only model was used in the analysis and design of this truss. 8) Use Simpson Strong -Tie HUS26 (14-1Od Girder, 4-1Od Truss, Single Ply Girder) or equivalent at 1-0-12 from the left end to connect•� truss(es)to frontfaceof bottom chord. 9) Fill all nail holes where hanger is In contact with lumber. .�P, 7Y Y��--_---.x '. STATE PF•� �'�. 10) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). • ,^^ �j T'. T / P li '.00RI0`.• N % LOAD CASE(S) Standard �4. ts...........\ Q>% ; '9/0 1) DRL'oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 N A11 E �0", Uniform Vert: 1.2=-70, 3-4=-20 Concentrated Loads (Ib) Vert: 7=-476(F) FL Cert. 6634 November 17,2014 A HAFMM VedfrlesSw)anmeRn ao4 PfADMr[a GHTMSAlAfM1Wm Hf1FXaFFFBEM1�MGENf(l4)3 re. I/D/IOIOa4G9EU1E Design valid tar use only with Wall connectors.Th& design R based only upon parameters shown. and0 for an Individual balding component. Applicability of design parameters and proper Incorporation of component k responsludy, of building designer- not truss designer. Bidding shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the resparvoirny, of the MiTek' erector. Additional permanent bracing of the overall structure Is the responslbilty of the burring designer. For general guidance regarding fabrication, quality coniraL storage, delivery, erection and bracing. consult ANSI/IPII Qualily Crl 1XVII.89 and LICH Bupoing Component 69N Penske El BM. Safety lnlormallon a'abla fromlmss Plate lotitute. 781 F. Lee treat. Suit. 312 Aleanoll VA 23I4 It Southem pineI3P� lumber Isspecitier{, theclesign valuesare Na5e et�eRive O6 VA/Hal Tampa, FL 3361e4115 Job x Tess Tess Type Cry Ply Newman Ras. T6635198 2)BIS -EI]T eckApan fi 1 ob a re al Eesl Coari Teas. Fart Pence. FL. U946 r.wu eau,nauwn,,,cn,neea,,,oa.,,,..............................-..y-. ID:kFcScCSnikjkiippr4COYcyJJjG.QhM610YYXLrLIHLhKRBS071WSAl dDMHHjlgjyiylLdr -2V 2-8.0 3-0-0� r 2d4 2.8.0 0.40 scale -1:18.1 2-B-0 �3-a0. z-so o d-o Plate Offsets (%.Y)- 12:04)-0.0-0-131. I2:D-2-9.EdwI LOADING(pISO SPACING. 2.0.0 CST. DEFL. In (Too) Vdeg L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert(LL) -0.01 7-10 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.26 Vert(TL) -0.01 7-10 >999 180 BCLL 0.0 ' Rep Stress Ina YES WE 0.00 Hom(TL) 0.00 2 n/e We BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 171E FT=0% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.3 WEDGE Leff: 2x4 SP No.3 REACTIONS. (lb/size) 4=35/Mechaniwl, 2=372/0-8-0, 5=27/Mechanical Max Holz 2=346(LC 8) Max Uplift4=-46(LC 8), 2=471(LC 8), 5=-35(LC 5) Max Grav4=41(LC 13), 2=383(LC 13), 5=58(LC 6) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5291226 BOT CHORD 2-7-1981403 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purtins. BOT CHORD Rigid ceiling directly applied or 8-0-0 oc bracing. MITek recommends that Stablllzem and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide NOTES- 1) Wind: ASCE 7-10; Vua=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsh BCDL=3.Opst, h=29tt; B=45tt; L-2411; eave=4B; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip'IDOL=1.60 2) As been rovideaccoor placementor rough handling and erection conditions. It Is the of platesto zes for 111II I I II1111 S. M� responsibility to increase plate sined fabricatortto nt theselfactorss 3) Plates checked fora plus or minus 0 degree rotation about Its center. ♦,♦���P�� •••.C/ 4) This truss has been designed for a 10.0 par bottom chard live load nonconcurrent with any other live loads. ♦♦ \G •••\C E N S �i� �; • • 5) a This truss has been designed fora live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-D-0 wide will yQi�. No 53681 fit between the bottom chord and any other members. 6) Refer to girders) for truss to truss connections. rr 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001E uplift atjolnt(s) 4, 5 except (Jt=lb) 2=471. 8) "Semi -rigid pitchbreaks including heels" Memberendfoeity modelwas used lnthe analysisand design ofthismuss. STATE �OF •:��/� % .61111111111110 FL Cert. 6634 November 17,2014 ANAFMM 1/a/Zollso)sai Designwlld foruse onbwllh b9Tekconnecion.'Thdesign B based anNupon pommeterashovm. ondlsloran lndvIdualbuilding component. ��- Appliwi lHy of design pommeters and proper Incorporation of componenl b rmponslbHity o/ building designer. not huu designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the ovemq structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/IFII Quality Criteria, 1)511•59 and BC5l Bundling Component Salety lnimma119n q a able ham J- Plate In titute. )BIN. Lee sheet. Suite 312 Alexandria. VA� �d I/Saurhem Pulel P Iumbensspeidiesi, the design vvaallue are Nose effective 06 0 201-311by AlISC MiTek' 69N Parke Ewes BIW. Tampa, FL 3361P4115 T6635199 6eYe Scale = 1.22.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (toe) Udell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert(LL) -0.02 4-7 499 240 MT20 244/190 TCDL 16.0 Lumber Increase 1.25 BC 0.29 Vert(TL) -0.04 4-7 >999 180 BCLL 0.0 Rep Stress Ina YES We 0.00 Horz(TL) 0.01 3 We n/a BCDL 10.0 Code FBC2010/TPI2007 (Matriz-M) Weight: 19 to FT a0 LUMBER- I BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural woad sheathing directly applied or 4-6-0 cc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEDGE I Mrrek recommends that Stabilizers and required cross Left: 2x4 SPNo.3 bracing be Installed during truss erection, In accordance with Stabilizer Installation uid REACTIONS. (lb/size) 3=ll3/Mechanical, 2=416/0-8-0, 4=41/Mechanlcal Max Ham 2=426(LC 8) Max Uplift 3=-146(LC 8), 2=-448(LC 8), 4=-5(LC 5) Max Grav 3=151(LC 13), 2-429(LC 13), 4=76(LC 3) FORCES. (lb) -Max. CempJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-596/248 BOTCHORD 2-4=1891357 NOTES- 1) Wind: ASCE 7-10; Vufl=170mph (3-second gust) Vasd=132mph; TCDL=9.OpsF BCDL=3.Opsf. h=29ft; B=451t; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and Fight exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about fls center. 4) This truss has been designed for a 10.0 per bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-04 wide will fit between the bottom chord and any other members, 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 146 lb uplift at joint 3, 448 lb uplift at joint 2 and 5 Ib uplift at joint 4. 8) "Semi -rigid pftchbreaks including heels" Member end fixity, model was used in the analysis and design of this truss. I E NS�.•C� i Y No 53681 STATE F :�4/ 00i,F '• 40 RIQP �j���• •,�S'SlONA� EC%%%% FL Cert. 6634 November 17,2014 AMAIRMT1l VW dssy yanmeren+oaavAn AarzseNTNrsAsmrrawspwrmrxnBxzrrFVAe£nm-Jan n,. ryzHtaHIMIGuurc Design valid for use onrywilh M7ekconnmIcn. Ibb design Is based only upon parameleasho , and is for an lndividualbuilding component. ��• ApplkoWly of design parametersand properincolporallon of component b respansiblity of buacing designer -not fruss designer, Bracing shown Is for lateral support of lndlvlduei web members only. Addillonal temporary bracing to Insure stability during construction is the sesponsibllity of the rS lll�®1.• erecton,Additbnol permanent bracing of the overall structure is the responsibility of the bullding designer. For general guidance regardin fabrication. quality storage, delivery. erection and bracing, consult ANSIpBII Quality CCi leda. DSB-Bs and BCSI BuIlding Component BYBg 1� 69M Parka Earl ehd. gcontrol, Its ultiiemalPame1 P�lvmherisspe Gied�, fth Ees,gr value ale tih3me eHee4ve06/D1jf2013by ALSO Tempe, FL 33610d115 T68352DO 2. 4 6-2-8 Scale =127.3 3x10 LOADING(p'sf) SPACING- 2-0-0 CSI. DEFL. In (lac) Udeg L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Verl(LL) 0.11 4-7 >656 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.67 Ven(TL) -0.19 4-7 >382 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Hoa(TL) 0.03 3 n/a n/a BCOL 10.0 Code FBC2010/TPI2007 (Mstrix-M) Weight: 251la FT=0% LUMBER- I BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. SOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 101 cc bracing. WEDGE I MiTek recommends that Stabilizers and required cross bracing Left: 20 SP N0.3 I be installed during truss erection, In accordance with Stabilizer I Installation guide. REACTIONS. (lbfsize) 3=173/10echanical, 2=48010-8-0, 4=70I10echanlcal Max Horz 2=517(LC 8) Max Up11ft3=-236(LC 8), 2=-452(LC 8), 4=-11(LC 5) Max Grav 3=227(LC 13), 2=497(LC 13), 4-112(LC 3) FORCES. (Ib)-Max. CompJMax.Ten.-Allforms 250 fib) or less except when shown. TOP CHORD 2-3=684/273 BOTCHORD 2-4=-161/293 NOTES- 1) Wlnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf, h=29ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 par 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) Refer to 9irder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at Jolnt(s) 4 except (Jt=1b) 3=236_ , 2=452. 8) "Semi -rigid pltchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. P' L �S ri�M'j','i NSF..CijG.. No 53681}: J •'. 44/ UZAETE/' /1111111111110 FL Cert. 6634 November 17,2014 ANArtMem-yeNr desip pramemr.udafAD lAmscx>MSAxlIraWFe xttE%xAFAFAt£ataExrf-)49) re,Vss/zazs84f]azuls Dezlgnvolld torusory Wth W.k.mm.tors. this design 8based any upon paramelersshown, and is for an indiNdvalbulding component. ��• Applico51111y of design paternalists and properincorpomtlon of component 6 responsbllity of building designer- not truss designer. Bm lhg shown Is for lateral support of lndlddual web members only. Additional temporary bracing to Insure slablify during constmcllon b the reacmiblllity of the WOWerector. �Additlonal peananant bracing of the overall stvcture Is the responslblliry at the burding designer, For general guldonce regarding folaricatbn, quality co4nttreL storage, delivery, erection and bracing, consult ANSI/TP11 dua0ty Criteria, DSB.89 and BCSI BuBding Component 69M Perko net Blvd. =',Vu tee aflne vV Ivmbe( j5ss Plate Ijtitua.7B1 N. Lee Sheet. Suite 312, Alavandrio. VA $2314 specsfseU, thedesjCn va uesarephpseaffecMW 60 /1D33 t]yALse Tampa, FL=1"115 Job > , Truss TN65 Type Dry Ply Newman Ras. T6635201 27645 -EJSA 1161P 1I 1 Job Reference i East Coast Truss, Fort Pierce, FL 34946 7,530 a JW 2-0.4 1 4.7.0 1.7.8 4x4 = Scale: 112 =1' Plate Offsets fX Y1-- 12:0-0-0 0-0-131 f2 0-2-9 Edcel LOADING(00 SPACING. 2-0-0 CSI. DEFL. In (too) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert(LL) 0.16 6.9 >447 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.22 6-9 >332 180 BCLL 0.0 ' Rep Stress Inv YES We 0.06 Horz(TL) 0.12 4 Na File BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 291b FT=0 LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 WEDGE Leff: 2x4 SPiNo.3 REACTIONS. (lb/size) 4=92/Mechanical, 2=480/0-8-0, 5=151/Mechanical Max Hot 2=436(LC 8) Max Uplift4=-95(LC 5), 2=496(LC 8), 5=-125(LC 8) Max Grav4=92(LC 1), 2=504(LC 13), 5=179(LC 13) FORCES. fib) -Max. Comp./Max. Ten. -All forcers 250 (to) or less except when shown. TOP CHORD 2-3=-554/189 DOT CHORD 2-6-169/337 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. BOT CHORD Rigid railing directly applied or 10-0-0 cc bracing. MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation gulde NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9,Opsf BCDL=3.Ops1; h=29ft; B=45ft; L=24ft; eave=4ft; Cat. II; Encl.,MWFRS left left Lumber DOL-1.60 117 i i r 11f GC1P60 .18; (directional); cantilever and right exposed ; end vertical and right exposed; plate gr p S ,47 ,1j. 3) Provide adequate drainage to prevent water ponding. 4) A5 requested, plates have not been designed to provide for placement tolerances or rough handling and erection consulate. It is the `,,```,,T���L �`, G``P .V'I -'.- C E N J•�.•••q), responsibility of the fabricator to increase plate sizes to account for these factors. ,����• , �\ 5) Plates checked for a plus or minus 0 degree rotation about its center. No 53681 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcumenl 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 rn betweenthe bottom chord and any other members. 8)Refer toto qIQirder(s)for truss to truss connections, - 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjolnt(s) 4 except Qt=lb) 2=496 0� 13; ; STATE F Z 5=125. 10) "Semi -rigid pftchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. w kJ �i,''n� Al p R •,�S'S��NA11 E�%%`• FL Cert. 6634 November 17,2014 AllyaVi-YeR.EPer¢yanmesensad READ M7FSLNTHFSAl91M1LeID M11E1FAEaEME ALE MII-7423 Fie 1/!9/2014 effisa aE Design valid for use any with Welk conneclors. this design is based only, upon parameters shown, and is for an Individual building component. APPIICabllih of design Parameters and proper lncomorotlon of component Is responsiblliry of building tleslgner-not truss designen troche shown Is for lateral support of lndMdual web members only. Addlllonal temporary bracing to Insure totally dueng construction a the responsiblllih of the erector, Additional permanent braaing of the overall structure Is the responsibility of the building tleslgner. For general guldonce regarding MiTek• fabrication, quality control storage. delbery, ereclan and bracing, consult ANSI IPI10ual Uteri DSB-09 and BC51 BuIlding Component S hlnlormaFign q oft Cie lrompuss Plalg lnslltule. 781N Lea Sheet. Suite 312. Alexondda.VA 2131�4D13 DyAlSC t� .them Pma15P/9umb er is specdfed, the desfrn vaues are these eHecGre 06Au1 sees Parke East BM. Tampa,FL33610.4115 Job TNa9 TN59 Type Oly Ply Newman Res, 5 • • TN35202 27US -EJ68 Half Nip 1 1 e i Fart House, FL 34945 2.7.0 3.7-8 4.4 = za-o I az-e I Scale-1:17.6 Plate Offsets ,(X Y)- 12.0-1-3 0-2-01 f2 0-2-9 Edael LOADING (psf) SPACING- 2-0-D CSI. DEFL. In (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert(LL) 0.20 5.6 461 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.22 5-6 >339 180 BCLL 0.0 ' Rep Stress Inter YES We 0.06 Horz(TL) 0.14 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 261b FT=0% LUMBER- 1 TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.3 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP N0.3 REACTIONS. fib/size) 4=147/Mechanical, 2=480/0-8-0, 5=96/10echanical Max Ho¢ 2=330(LC 8) Max Uplift4=.184(LC 5), 2=-537(LC 8), 5=-58(LC 5) Max Grav 4=147(LC 1), 2=497(LC 13). 5=120(LC 3) FORCES. (Ib) -Max. Camp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-477/158 BOT CHORD 2-6=-174/392 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid coiling directly applied or 10-0.0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance, with Stabilizer Installation oulde. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsg h=29ft; B=45ft; L=24ft; eave=4ft; Cat. II; 11 t 11 f f piste gripnDOL=1P6D .18: MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL-1.6D ,,,,\\, L 11 TT47g-7j,', 3) Provide adequate drainage to prevent water pending. �%� �P •" ' My 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the �.%p- \ Ci E N $ •'• responsibility of the fabricator to Increase plate sizes to account for these factors. �� C'�' ••• Cr]-} 5) Plates checked for a plus or minus 0 degree rotation about Ns center. No 53681 6) This truss has been designed for a 10.0 psf bottom chord live load nonooncunent 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. 8) Refer to glyder(s) for truss to truss connections. •O /-/w°` �C 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001It uplift at jolnt(s) 5 except at=lb) 4.184 0,�: ; STATE �O F •: j ' 2=537. i (t 10) "Seml-rigid pitchbreeks Including heals" Member end fixity model was used in the analysis and design of this truss. �iT ;'C(O Q; �� •";--&/0NA1- e�\�. FL Cert. 6634 November 17,2014 AKuLWAG-Verarsresip pna emr•ae4aEle MTESax7MSM0fM11.eID MttE%REFF4rN3'MOENtI-1413 nx)/t91t0148449trI5E Design vo5d far use only with Wekconnectare. Pro design is based only, upon parameters shown. and Is loran individual bulding component. ■ ratApplicabilitym Applicability of design parameters and proper lncooratlon of component Is responsLlity, of building cooled, not truss designer. Ea rong shown Is forlaauol suppod of lndMdual web members only. Addltlonol lamporary bracing to Insure stablity during construction b the responsibility of the .me Additional permanent bracing of the overall structure Is the responslbllity, of the building designer. For general guidance regarding Welk' fabrication. quality control storage, derivery, erection and bracing. consult ANSVTPI I Duality Wads,IsSB-9] and BCSI funding Component S falylnlormonpn gvoilable from Truss Plala ljIitule.781 N. lee Sheet. Suite 312. Alexanddo. VA�TJ14 I�Sautaem me S lsunherisspec-dieef1deciesterswlues are those e0ec[tve 06 OS/f013 At 69W Parke Eari Blvd. Tampa,FLMSI0-0115 Job e . 7rvss Truss Type Dty Ply Newman Res. 11 T6635203 27845 -EJ60 HBNHIp 1 1 Job Reference o 'c Easl CoastTmss; Fon Pleme, FL N946 i 31 = 3x8 II ca3u s 4w n zma V nex mausmeInc Von now r r ue:aa:zo ama rage ID6-2-11 ASnikjkiippr4C0VryJJIG-M4UTA4Zo3y53HaV3Ssbw5Y0so_IOhFHeBa9pObylLdp &2-8 4-7-8 scale -1:12.5 Plate Offsets (X.Y)— rl:0-0-0.0-0-131. 11:0-1-1.0-4-21 LOADING(psQ SPACING- 2-0-0 CSI. DEFL. In floc) Wall L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.82 Vert(LL) 0.21 4-5 >355 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.49 Vert(TL) .0.24 4-5 >303 180 BCLL 0.0 • Rep Stress Incr YES WB 0.10 Hoa(TL) 0.14 3 Na Na BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 21 lb FT-0% LUMBER- I BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid calling directly applied or 10-0-0 cc bracing. 12x4 WEBS SP No.3 MITek recommends that Stabilizers and required cross bracing WEDGE be Installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3 Installation guide. REACTIONS. (lb/size) 3=170/Mechanical, 4.106/Mechanical, 1=277/0-8-0 Max Horz 1=86(LC 8) Max Uplift3=-215(LC 5), 4=52(LC 5), 1=196(LC 8) Max Gray 3-170(LC 1). 4=130(LC 3), 1=278(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. WEBS 2-5=221/326 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.0psf BCDL=3.Ops1; h=29ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60plate DOL=1.60 111111/ p 3) Provideadequat drainage to prevent water panding. M-9 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It lathe �� �P. ••"' �I, %�p\�% •\Ci E t`% �jj �� responsibility of the /abricatorto increase plate sizes to account for these factors. 5) Plates checked for a plus or minus 0 degree rotation about His center. • j'''• �� �• .' �' F '• Q 5• 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurtent with any other live loads. : NO 53661 ' 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. •• / 8) Refer to gfrder(s) for Wss to truss connections. i �f 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joints) 4 except Qt=lb) 3=215:'T) / / � l: CO/F�: 1=196, :9". STATE 10) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss,% E�%%%• FL Cert. 6634 November 17,2014 QNAf.MM1G 11291201159UREVIE Design valid for use on"th Walk connectors. ih6 design is based only upon parameters shown, and is for an lndMdual building component. ApplkablGty of design parameters and proper Incorporation of component Is responsibility of building tleslgner- not two designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability duhng constluctlon Is the responslbillity of the erector. AddtionalpermanentbracingoftheovemOstmetureIstherespondbiUtyofthebuildingdesigner.Forgeneralguidanceregarding MiTek' 5 fabrication, quality controt storage, delkery, erection and bracing, consult AN51/fPl I quality ornate, DSB-89 and BCSI Building Component lety lntortnalion gwoable from Truss Platelnlitule.781 N. Lea Sheaf Suite 312. AlexanQrb. VA 2231 e. 1�5outhem Plne pP�lumberisspecifi the design values aze Nose effecllre Ob/01fi013byALSC 69N Parke East l Tampa, FL 33fi1ad115 ,)cab k I Truss Truss Type Cry Ply Nawmen Res. T66352aa 27815 -EJBS JecWOpen� s, I 5 t.°ar'iJob I 1 Elffill (optional) EaMOaastTmcs. Fort Pil FL. a6965 '..u"... zal5 run nanm ea iuslnu., . muff nuv uve.ar.c, ae,r ruya, ID:kFcScOSnlNkiippr4COYcyJJjGgG2F00a0gGDwuk4GOZR9et 2ONyuCjljPGuNZ1y:Ldo Scale =127.8 f Plate Offsets fX Y1-- 15:0-0-14 0-3-21 LOADING (lisp SPACING- 2-D-0 CSI. DEFL. In (lost) Well Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.77 Vert(LL) -0.07 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.67 Vart(TL) -0.18 4-5 >401 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Hom(TL) 0.05 3 File n/a BCDL 1p.o Code FBC2010/TPI2007 (Malrix-M) Weight: 27 lb FT=0% LUMBER- I BRACING - TOP CHORD 2x4 Ste No.t TOP CHORD Structural wood sheathing directly applied or 6-0-0 or, puffins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x8 SP No.2 BOT CHORD Rigid coiling directly applied or 6-0-0 oc bracing. Mirek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation oulde. REACTIONS. (Ib/size) 5=50510-8-0, 3=170/1viechanical, 4=58/Mechanical Max Hoe 5=569(LC 8) Max Uplifl5=-479(LC 8), 3=-249(LC 8) Max Grav 5=516(LC 13), 3=231(LC 13). 4=110(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-5=461/507 NOTES- 1) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.0l h=29ft; B=45ft; L=24ft; eave=oft; Cal. II; Exp D; Encl., GCp1=0.18; MWFRS (directional); cantilever left and right exposed: end vertical left and right exposed; Lumber DOL=1,60 plate gripIDOL-1.60 111111! /4 2) As requested,responsibility oflates the fabricatornot s t accoor unt for thesement lfact tolerances or rough handling and erection conditions. It is me to increase sizzeprovide PSL S. plate 3) Plates checked for a plus or minus 0 degree rotation about Its center. ,`,fI `• •' . N .' 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads, ��, G` E \ S 5)*This truss has been designed for alive 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. No 53681 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joints) 5 considers parallel to grain value using ANSIl 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjolnt(s) except Qt=lb) 5=479, =1®� STATE 01 3 Zvidde 9) "Semi -rigid pltchbreaks including heels" Member end fixity model was used In the analysis and design of this truss, �N • A'4. O fi ONAI- E FL Cert. 6634 November 17,2014 AWtIVoM a R rInI20118913s l Design valid for use onN w'th Walk connecton.The design is based ontyupon parameters shl and is for an lndivieval bonding component. Applkatillity of costal parameters and proper Incerpolvllon of component b responsibi lty of building designer -not truss designer. Bracing shown Is torlatelal support of Individual web members only. Addltlonal temporary bracing to Insure stablllty Cuing construction is the responsib00N of the erector. Additlonol permanent bracing of the overall structure Is the hesponsibiny of the building designer, For general audience regarding MiTek- fabrication, quality control storage, delivery, erection and bracing. consult ANSIRPII Quality CMeda, DS11-89 and Bost BuBding Component s teNlnimmvlion �yalfable lrom]vssPPelC)e lnslllule,781[J�Lea Sheel. Suite 312, AlaxanQtla, VA�23�Z01.36yALSC IVSouthem sPrue JJYY1lumber is ified,thedest w1uesare taoseekec I."D6 Ul 69N Parke East Blvd. Tel FL 33810.d115 TM35205 I'd 2-0.4 3-a0 360 Sal =1:29.5 7.Ql 7.MD Plate Offsets '(% Y)— 12 0-3-e Edoel LOADING (part SPACING. 2-0-0 CSI. DEFL. In ([cc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0,63 Vert(LL) 0.18 4-7 >471 240 MT20 244/190 TCOL 15.0 Lumber Increase 1.26 BC 0.52 Vert(TL) -0.30 4-7 -280 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.04 3 n/a nya BCDL 10.0 Code FBC2010RP12007 (Matrix-M) Weight: 281b FT=0 LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD i 2x4 SP N0.2 WEDGE Left: 20 SP No.3 REACTIONS. (Ib/size) 3=201/Mechanical, 2=512/0-8-0, 4=82/Mechanical Max Horz 2=559(LC 8) Max UI:4113=276(LC 8), 2=-458(LC 8), 4=13(LC 8) Max Grav 3=262(LC 13), 2=531(LC 13). 4=127(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=7401289 BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0.0 cc puffins. BOT CHORD Rigid calling directly applied or 10-0-0 cc bracing. MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installal crude. NOTES- ' 1) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=9.Cpsf BCDL=3.Opsf; h=29ff; B=4511; L=2411; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and night exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to increase plate sizes to account for mesa factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss'Ihas been designed for a 10.0 Pat bottom chord live load nonconcunenl 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 4 except Ql=1b) 3=276 ,2=458. 8) "Semi -rigid pftchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. I/IIIIII111111 E N No 536(8111 STATE OF W .<OR110 N //nn1u11A FL Cert. 6634 November 17,2014 AWARMNG Yertfldesgn yanmebnaaJfl£AG MRSGN]MSAIAIMSWEN Ia1MAEFFAEMEMGENff-M)3 ma I/)9/Iar4eFFaflLIbE Design valid far use ontyetth Weir connectors. this dodgn Is based only upon parameters shown. and is for on Individual Wilding component. ��• Applical of design parameters and proper Incorpamtion of component is respond ty of building designer. not truss designer. Bracing shown Is forlateral support of lndlviduol web members only. Additional temporary bracing to Insure stability tunnel construction is the responsibrllity, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality commit, storage. delivery, erection and brat consult ANSI/tPI1 Quality Criteria. DSIL89 and BCSI Building Component 6984 Perko Eadslel. Solely lrlormatipn gvopoble ham Truss Plate lnslitute,]eIN. Lee iheal, Suite 312. Alexaneea. V9�23�26136yAISC Ili So. err PPsne l5P1 lumber is the design vauns us those effective Qa Ul Tempa,FLa361641f5 lop x . Tress Truss Type Gly Ply Newman Rea. T66352M 2]B45 -EJ7A JACK -OPEN 7 1 job er c.Mon N2k9ehy24:272Dt4PBBZ East CpeatTwaa, Fod Plarce, FL 04946 Ippr4COYcyJjG-gG2FOOaQgGDB. ID:kFc kjkiippr4COYcyJJjG-gG2FOGe0gGDwuk4GOZk9ehv4jNxIGhJPGuNZ1yiLdo aao 7.0-0 7-Do 3-&0 3.60 Scale =128.6 3 7.00 52 Us J 2 7 5 4x4 = axe II _4 3iG I .0.0 7-ao ' Plate Offsets(%Y)— rl�0-0-00-1-5111D-1-10-4-21 LOADING(pf) SPACING- 2-0-0 CSI. DEFL. in, (toe) gdeft L/d PLATES GRIP TCLL 21 .0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.07 " >999 240 MT20 2441190 TCDL 1$.0 Lumber Increase 1.25 BC 0.73 Ven(TL) -0.19 5-8 >429 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.13 Hom(TL) 0.01 1 n/a n/a BCDL 1 A Code FBC2010ITP12007 (Matrix-M) Weight: 29 lb FT-0% LUMBER- I BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 or, puffins. BOT CHORR 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-4-6 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cress bracing WEDGE be installed during truss erection, In accordance with Stabilizer III` Left: 2x4 SP v, mil REACTIONS. (lb/size) 3=94/Mechanlcal, 4=218/1yechanical, 1=31210-8-0 Max Hors 1=368(LC 8) Max Uplift3=146(LC 8), 4=-206(LC 8), 1=112(LC 8) Max Grav 3=123(LC 13), 4=264(LC 13), 1-327(LC 13) FORCES. (Its) -Max. CompJMex.Ten. - All forces 250(Ib) or less except when shown. TOP CHORD 1-2=305/79 BOTCHORD 1-5=-348/334 WEBS 2-5=400/416 NOTES- 1) Wind: ASCE 7AO; Vuh-170mph (3-second gust) Vasd-132mph; TCDL=9.OpsF BCDL=3.Dpsf; h=29ft; B=45ft; L=2411; save=4ff; Cat. II; `, ��I1 t II t y ,A Bela D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 ,�1 11� plate grip DOL=1.60 ,•, eL S. J 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the ♦♦♦♦ , 'y,'Q ,' responsibility of the fabricatorto Increase plate sizes to account for these factors. ♦♦♦ ppNG.•�\G E N SF•.��i_ 3) Plates checked for a plus or minus 0 degree rotation about Its center. ♦ C; jJ—:S, 4) This truss has been designed for a 10.0 par bottom chord live load nonconcument with any other live loads. NO 53681 i •• 5) • This truss has been designed for a live load of 20.Ops1 on the bottom chard In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will * * w fit between the bottom chord and any other members, > 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss t0 bearing plate capable ofwfthstanding 1001b uplift atjoint(s) except Gt=1b) 3=146, �'9 i ° �� 4=206,1=112. :9]. STATE /OF � 8) "Seml-rigid pitchbreaks Including heels" Member antl fixity model was used in the analysis and design of this truss. i p' %%%%` FL Cert. 6634 November 17,2014 QMAxNatrVeMraeaq yanmuhna<daEAe MRS err n1ISM01M1WED MITTICUIERENcPVA.CMMJ423 rer.1/l9/E0119[f4'1Ea5E DesIgnvand for use only Win Mifekconneclom Ith design hbased only upon parameummevm, and Is for an in3Ndualbullding component. ��• Applicability of design pammelers and properincorporation of component [rrespcnsb0ity of buading designer -not twos designer. Bracing shown Is for lateral support of lnd]Adual vreb members only, Additional temporary bracing to Insure stablsty during conshuctlon h the responsibility of the WOWerector,' Additional permanent bmchg of the overall structure Is the responslbilty of the bullding designer. For general guidcnce mgardhg fabrkatbn, quash, central. storage,delivery, erection and bracing. consult ANSI/TPll Quality Crifedu,DSE-89 and BCSl Building Component 6804 Parke East aM. Sal Hl termaflon q� able hero)coos Plate In litute, ]81 N.lea heal Nile 312 AI ndria.V Id I1 �autirem Pmefa�� lumberisspefs0e,i, thedesipswuesareathasherf ch. 1/20136yAL5C Tampa, FL 0061a4115 Rea. 76635207 Hip M 6- 8 6 Sale=1:3D.D 5xS = LOADING (lisp TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 1 .0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC20101TP12007 CSI, TC 0.81 BC 0.52 We 0.10 (Matrix-M) DEFL. in Ven(LL) 0.25 Ven(TL) -0.34 Hom(TL) 0.09 (loc) vde0 L/d 6.9 >334 240 6-9 449 180 4 Na n/a PLATES GRIP MT20 2441190 Weight: 331to FT=0% LUMBER- BRACING. TOPCHORP 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied orb-0-0 cc purlins. BOTCHORP 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing, WEBS 2x4 SP No.3 I MITek recommends that Stabilizers and required cross WED bracing be Installed during truss erection, in accordance with Left: 2x4 SP: Stabilizer s a la o u REACTION$ (lb/size) 4=86/Mechanical, 2=512/0-8-0, 5=196/Mechanical Max Hoe 2=540(LC 8) Max Uplift 4=-10(LC 5), 2=469(LC 8), 5=-311(LC 8) Max Grav 4-165(LC 3), 2=533(LC 13), 5=254(LC 13) jib) FORCES. - Max. Comp./Max. Ten. -All forms 250(lb) or less except when shown. TOP CHORD 2-3=678/270 BOT CHORD 2-6=154/283 WEBS 3-6=179/336 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2)C Oft t GCepIz:0 8; M1WFORS(dleectional); cantilever left and ghttexposed3 end vertical left and right exposed; S/r'M�� mbar DODv 6d.., grip I •• 3) Provide adequate drainage to prevent water ponding. ,,,�G�NSL ,� . '� G E N S • 6'j� e�� F•�•, 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is �� �; V 2. the responsibility of the fabricator to Increase plate sizes to account for these factors. 5) Plates checked for a plus or minus 0 degree rotation about its center. : NO 53661 • 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcument 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 fa between the bottom : , / j -t] will chord and any other members. 8 Rater to girder(s)for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101b uplift at joint 4, 4691b uplift at10./ / STATE F ((y ���T••. A4 yo joint 2 and 3111to uplift at joint 5. "Seml-rigid P•'���Q R 10) pftchbreaks including heels" Member end fatly model was used in the analysis and design of this truss. i0�s s ONAX `E�.�`� FL Cert. 6634 November17,2014 AMA zw-eetlfldll>> l...,ehn..dn MTESGNWSANDII WWMIa WEA MGENfl-M)3,er.Zlal201GU90.9fUSE Desgnvalld far use only with Wax connectors. Tnhdedgnbbased onlyupon paramatmshovm, and isioranlndividvalbuMng component. IMFApplicability of design parameters and properincorpomre llon of component is socroblity of busown building designer -not truss designer, Bracing sh la for lateial rvppod otlntllviduvi web members onN. Addlional temporary bracing to Insure stability dulng construction b the responslblirty of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility re of the building designer, For general guidance garding fabrication, quality conhoLstorage,calvary, erection and bracing, consult ANSI/7911 Quality� Cy2ri3teria.DSB-89 and BCSI Building Component 69N Parke Ead Blvd. S rety infarmolign r liable Bnm)rusPP1a1�N$litule.]BiN. Lea shoal. Sulle 312, Alexandria.HS/011%20]$b l�Southem norisa eci ietld, thedesi:nua uesarethose eHecuve g5 Ul yAiSC Tampa, FL 33610A115 Job a Truss Truss Type - Oty Ply Newman Rat. T6635208 27846 -EJ7D Hel/Hip 1 1 East Coast Truss, Pon Peace, FL. 34946 lese s4m n zasa mimtineusmea,mc. men nuv a ua.ar:m au i r re9oi ID:kFcScOSnikjkiippr4COYcyJJjG-IScdbmb3bZLnWJSZHFOAZTBRnHG9AJtmm5UylLdn 2. 4 4 13 - 2.56 4x4 = Scale=123.8 Plate Offset (X.Y)- 12:0-0-0.0-D-131. 12:0-2-9.Edael LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (too) Udell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Veri(LL) 0.30 6-9 ,275 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.37 6.9 >226 18D BCLL .0 • Rep Stress Incr YES WE 0.06 Horz(TL) 0.22 4 n/a n/a BCDL 1 ,0 Coda FBC2010rrP12007 (Matrix-M) Weight: 311b FT-0% LUMBER. I BRACING - TOP CHOR4 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc puffins. BOT CHORp 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 cc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing WEDGE be Installed during truss erection, In accordance with Stabilizer Left: 2x4 SP No.3 Installation oulde. REACTIONS. (lb/slze) 4=127/Mechanical, 2=512/0-8-0, 5=156/Mechanical Max Horz 2=434(LC 8) Max Uplift4=-142(LC 5), 2=-523(LC 8), 5=112(LC 8) Max Grav 4=127(LC 1), 2=53B(LC 13), 5=176(LC 13) FORCES. b)-Max. Comp/Max. Ten. -All fames 250(Its) or less except when shown. TOP CHORD 2-3=533/168 BOT CHORD 2-6=162/337 NOTES. 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vu0=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf BCDL=3.Opsf; h=29ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and night exposed; Lumber DOL=1.6 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) As reque led, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsiblility of the fabricator to Increase plate sizes to account for these factors. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This Intl has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live load a. 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 240.0 wide will fit between the bottom chord and any other members, 8) Refer to girders) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding nog to uplift at joint(s) except Qt=lb) 4=142, 2=523,5012. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 0 ,`IIIIII111/���' J��P�L S. M.1 ... ENS . D No 53681 trltrz STATE OF •• i/ONAI 1���`, FL Cert. 6634 November 17,2014 Awaxal9adfrPet4npanneRn+adil rA7£SDNTMSM9 J=vord MIrEKfl£rousac G£Mn-X73 m• I/£9/2014&rf69£lls£ Design valid for use any with Mifek connectors, lhis design b based only upon paameters shown and is for an lncMdual buBding component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer -not two designer. Bracing shown rp Is for lateral supped of lndlNdual web members only. Additional temporary bracing to Insure stall doing construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the respenslblllly of the building designer. For general guidance regarding MiTek' SafeNlnformatl9n fabrication, quality control,storage.delivery, erection and bracing, consult AN51y1911 Coa18y Criers,DSU-89 and III Building Component qua ble hnmJmzs Plate In{tltuteJBIN, Lea Streat. Suite 312, Alexan�tla, VA p2314 11 SauLsem Pme LaP�9umber isspecdied, thealesti ri valued are thane effecbva O6`01/1013 byALSC 6904 Padre East Blvd. Tempe. FL 33610.4115 Job Truss Truss Type Qly Pry Nexman Res. a = a T66353rf8 2T045 -EJ]D Hatt Hip 1 1 al Eael Coast Tsoss, Fort Plema, FL. 34948 7.8iippr41YcyJJjG.FriNCScJ7IPc.ManhlsFOY17 B:24:302014Page 1 10:kFc5cOSnikJkiippr4CO7.00 G-FrjNOScJ7BbVICprhhlsFOYXxbzOtl3a95E719MyILdI 7.0.0 2.4.4 I 288 I 4-58 Scale =1:18.4 4x4 = 3 4 T.00 rl2 2 5 8 1x4 II 44 O 4x10 II 7-04 2-&e 4-SB Plate Offsets Y - 2:0-1-3 0-2-0 2:0-2-9 Ed e LOADING(psgQ SPACING. 2-0-0 CSI. DEFL. In (too) gdeff IJd PLATES GRIP TCLL 2N Plates Increase 1.25 TC 0.81 Vert(LL) 0.33 &6 >255 240 MT20 2441190 TCDL 15. Lumber Increase 1.25 BC 0.68 Vert(TL) -0.35 5.6 >236 180 BCLL 0. Rep Stress Incr YES WB 0.07 Hom(TL) 0.22 4 n/a Na BCDL 10. Code FBC2010?PI2007 (Matrix-M) Weight: 29 lb FT=0% LUMBER. BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purilns. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required gross bracing WEDGE be Installed during truss erection, In accordance with Stabilizer �lnstallatlon Left: 2x4 SP N o.3 guide. REACTIONS.I (lb/size) 4=174/Mechanical, 2=512/0-8-0, 5.108/Mechanical Max Horz 2=327(LC 8) Max Uplifts=220(1.0 5), 2=-558(LC 8), 5=-59(LC 5) Max Grav 4=174(LC 1). 2=526(LC 13), 5=137(LC 3) FORCES. (Ib - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=452/136 BOT CHORD 2-6=168/396 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vil70mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.OpsY h=29ft; B=45ft; L-24ft; eave=4ft; Cat. II; Exp D; Encl., GCpil8; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 r r 11111 plate grip 3 Provide drainage to 1111111 ♦�♦, adequate prevent water paneling. •' qGy ��� 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. If is the the fabricator to increase to for these factors. ♦♦♦ G ..•' G E IV tom\ S(C`••.•�^ �� responsibility of plate sizes account %♦ .• �,� 5) Plates checked for a plus or minus 0 degree rotation about Its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. % N0 536817)' Thls toss 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 M between the bottom chord and any other members. 8) Refer to girders) for truss to truss connections.9) D Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 5 except Qt=1b) 4=220 �STATE OF z=558. 10) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. V •, p / P: ♦♦� ���•. C0RI'D." \♦. ONA1 1���♦♦ FL Cert. 6634 November 17,2014 ®NNfl9Ae YeM(QeL9n panme6n aaQPUDAe]ES eNIMSAIA IfRlLero NfFFNItFFEF£MEVAG£Nll-]0)J run l/)9/SOId&)aKUSE - Design volldfor use only Win Purdue connectors. This design Is based only upon parameters shown. and is for an individual building component. �� Applicaq'Gty of design parameters and proper Incorporation of component Isresponsib0m ity of building designer -not truss designer. Bracing shown Is fortaletal support of NtllNdval web members only. Additional temporary bracing to insure stabllily, during construction is the responsibility of the MiTek' erector. Additional permanent brachg of the overall structure Is the responslblllN of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing. consult ANSI/IPII Quality World, DSB.89 and SCSI Building Component serfs Parka East BNd. 3 fah lntormallpn vauoblefromjmss Plot.@ lifute,]BlN lee Street. Suite 312, Alexandria, VAp231d I�Souihem Poe�Sl+'lusnhe) Isspecilles{,theatre Zisvaluesaret4ose eifec4ve O6/11/1013 Ill Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Newman Ras. x a • T66J5210 27845 -EJTE Her Hip 1 1 Job of East DaastTmee, Fort Plarce, FL. 34946 TWO Mannev hht$FO9:24:3Dd3295E9e1 ID:kFcS W Snikjkiippr4COYcyJJjG-FryNOScJ78bVICpmhISFOY)Cxb_id3295E719MyILdI ppr4COD14MITokl6NOScJ7Bb -2-0-4 158 7A-0 2-0-4 1418 5-5.8 Scale=1:19.1 44 = 3 4 7.00 12 n 2 5 6 1.4 II Sx5 G &8 7-PO I 8 SSB Plate Offsets ( Y)— f2,0-0-4 0-2-01 LOADING(ps SPACING- 2-D-0 CSI. DEFL. in (foe) gdefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert(LL) 0.27 5-6 >306 240 MT20 2441190 TCOL 15.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.33 5-6 >251 180 BCLL 0.9 Rep Stress Incr YES We 0.11 Horz(TL) 0.16 4 n/a Na BCOL 10. Code FBC2010/rP12007 (Metrix-M) Weight: 28lb FT as0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 arc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or I cc bracing. WEBS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing WEDGE be Installed during truss erection, In accordance with Stabilizer Left: 2x4 SP N 3.3 Installation guide. REACTIONS. (lb/size) 4=192/Mechan(cal, 2=512f0-8-0, 5=91/Mechanical Max Hors 2=274(LC 8) Max Uplifl4=249(LC 5), 2=-569(LC 8), 5=-38(LC 5) Max Grav 4=195(LC 18), 2=514(LC 13). 5-133(LC 3) FORCES. (It - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-431/135 BOT CHORD 2-6=172/429 WEBS 3-6=218/373 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf h=29ft; Basil L=240; eave=oft; Cat. II; Exp D; Encl., GCPI=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 5) Plates checked for a plus or minus 0 degree rotation about its center. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-D-0 wide will fit between the bottom chord and any other members, 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of Imes to bearing plate capable of withstanding 1001b uplift at)oint(s) 5 except (jt=lb) 4-249 2=569. I 10) "Sem4rigiE pitchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. ,al EL 18 f II rij. all,\P Mq . Qs `RaR No 53681 IRR ��-• RR ATE/ F �4 i�'.1ss`O N AEI10 ��`♦♦ FL Cert. 6634 November 17,2014 ® me 1/a/I01180ail AE ■I Design valid for use only Win Walk connectors. This design 6 based only upon parameters shovm, and is for an Individual building component. � Applicolety of design parameters and properincomoestion of component Is responsibility of building designer - not truss designer. Bracing shown N for latelai support of Ntllvldual was, members only. Additional temporary bracing to Insure stability during construction is the respomlblllity of the erector. Additional permanent bracing of the overall siructure is the respombil of the builing designer. For general guidance regarding MiTek' fabrication, poultry contqrol, storage, delivery, erection and bracing. consul) ANSIpPI1 Quality C/dedo, D5B-99 and BC51 Building Component 69N Parke East Blyd. 51 tylnlormatlpn ble hum joss Plo)gln;iltute,78114, tee Street. Suite 312 Alexanddo, VA�231d SP Tampa, FL 3J6fOd11a I�gauthem me 1 lumber ssspecdseerthedestgn values are those e6ecuve 06 01/2013 byAt5C Job Truss Truss Type City Ply Newman Ras. TBW5211 a 2 7845 -EJIS Jack-0pen 4 1 Job CB East CoaslTmss, Fort Plarce, FL. 34946 7.530 a JaIf 20f4MITeklndusldes,lnc. Man Nov R08:24:312014 PeAet ID:kFcScOSniNkiippr4COYcyJJjGjlHmDndxuUjMNMO1 FPp5ob514?JrMxNJKusaloylLdk -2dd 4-&0 7-PO 2-44 4.&D Scale =1:29.6 4 Ix4 II 3 7.00 12 d e5 d d 5 2 d 8 1 4x8 11 4x11 M18SHS 4.00 12 0.8-0 2-40 Plate Offsets (X Y)— 12,0-3-8 Edael LOADING (psgI SPACING- 2-0-0 CSI. DEFL. in (too) Vdeft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) 0.32 6-9 >257 240 MT20 2441190 TCDL 16.6 Lumber Increase 1.25 BC 0.67 VergTL) -0.38 6-9 >218 180 M18SHS 2441190 BCLL 0.0 ' Rep Stress Inor YES WB 0.04 Horz(TL) -0.13 5 n/a n/a BCDL 10.l, Code FBC2010rrP12007 (Matrix-M) Weight: 321b FT=0 LUMBER- BRACING. TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0.0 or. purlins. BOTCHORD 120 SP No.i'Except- BOTCHORD Rigid ceiling directly applied or 6-0-0oc bracing. 5-6: 2x4 SP No.3 MITek recommends that Stabllizers and required cross bracing WEBS 2x4 SP No.3 be Installed during truss erection, in accordance with Stabilizer WEDGEfieft Left: 2x4 SP No.3 REACTIONS, (lb/size) 4=182/Mechanical, 2=51210-8-0.5=100/Mechanical Max Horz 2=559(LC 8) Max Upl'Ift4--212(LC 8), 2=-458(LC 8), 5=-78(LC 8) Max Grav 4=233(LC 13), 2=531(LC 13), 5=122(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD I 2-3=-619/227 BOTCHORD 2-6=156/273 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCOL=9.0pst, BCDL=3.Opsf h=29ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp D; End, GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrent with any other live loads. 6)' This trul 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001to uplift at joints) 5 except Utah) 4=212 ,2=458. 9) "Semi -rigid p8chbreaks including heels' Member end fixity model was used In the analysis and design of this truss. ,,1111111111/j1j1 �� EL S. Mq , N , GENSF .0 No 53681 /: STATE OF :41 / Z OR ll S O N A11 E?���� FL Cert. 6634 November 17,2014 ®NMMN]-Ve,eFSe.gn perzmehn eeGNFAa IARSGNTMSANB IM1WU NfIFKRETFFENFMGENlI-l4)J n. I/LS/)014&If19flI5E Design valid for use any With Wek connectors. This design is loosed a* upon parameters shown and k for an indlWdual bufdmg component. Applicability of design parameten and proper Incamoratlon of component 8 responffisfity of building designer - not two designer. Bracing shovm Is for lateral support of Individual web members only. Additional temporary trading to lnsvre stability during construction is the responsibility of the MiTek' erector. Additional permanent brocing of the overall structure Is the responsliasy of the building designer. For general guidance regarding tabricafbn, quality controL storage, delivery. erection and b-acNg, consult ANSVIPI1 Quality Ctledo,DSB-Bp and 501 tufting Component BBo4 Parke East Byrd. SoteN lnlormorose q±ooble tram Jens PIcjq tiNte.781N Lea,Sheel SuiteJl2, AI xandda, yA 2314. Tempe, FL 83B10J115 Itsouthem Pme pP� lumberssspacnrerj,thedesignvalutoarethoswe�fective06 01/2013by ALSC Job Truss Truss Type City Ply Nawmen Res. • 27845 -HJ2 DIAGONAL HIP GIRDER 1 Tfi635212 as G e CB a Fall CaaslTmas, Fo4 Pierte, FL 34948 Inc. Mon Now 1JDB:2?RNM14Page 1 ID:kFcScOSniklk•ippr43.1-15 jGj1HmOndzuUjMNM01FPp5ob5gU7RNM%O1KusaioylLtlk ippr4C YcyJ914NReklndxuUj -33-15 1iAs � 1115 31-15 scale-1:15.6 4 3x4 co 4.95 12 3 2 5 axe 11-15 31-15 Plate Offsets (X.Y) 12,0120-181 LOADING (psl� SPACING- 2-0-0 CSI. DEFL. In (lac) Udell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.02 5-10 c,999 240 MT20 2441190 TCDL 15.P Lumber Increase 1.25 BC 0.18 Vert(TL) -0.02 6-10 >999 180 BCLL 0. Rep Stress lncr NO WB 0.00 Horz(TL) 0.01 4 n/a his BCDL 10. Code FBC2010/rP12007 (Matrix-M) Weight 351b FT=0% LUMBER- BRACING• TOP CHORD 2x4 SP 285OF 1.8E TOP CHORD Structural wood sheathing directly applied or 3-1-15 oc purllns. BOT CHORD 2x4 SP 2850F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 SP No.3 1-5-3 REACTIONS. (lb/size) 4=42/1VIechanioal, 2=413/0-10-8, 5=68/Mechanical Max Hoa 2=304(LC 8) Max Uplift4=-63(LC 17), 2=1035(LC 8), 5-87(LC 17) Max Grav 4=164(LC 24), 2=988(LC 28), 5=215(LC 24) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Its) or less except when shown. TOP CHORD 2-9=149/513, 2-2=-980/493, 2-3=-1116/573 1) 2- 2-ply truss to be connected togetherwdh 10d (0,131"x3") nails as follows: Top chordslconnectad as follows: 2x4.1 row at 0-9-0 Do. Bottom chords coimag ed as follows: 2x4 - 1 row at 0-9-0 Pa. 2) AII Iaatls are considered equally applied to all plies, except it 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) Wind: ASCE 7.10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-9.0psf BCDL=3.Opsf, h-29ft; B=45ft; L-2411; eave=4ft; Cat. II; Exp D; End., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 \\ M,y plate grip DOL=1.60 4) Truss designed for wind loads in the plane of me truss only. For studs exposed to wind (normal to the face), see Standard Industry 1. . �\\G • •\G ENS*-. 0 F'. Gable End Details as applicable, or consult queli8ed building designer as per ANSI9TPI ; .• \, n i 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) Gable studs spaced at 2-0-0 Pa. NO 53681 !'• 7) This truss has been designed for a 10.0 psf bottom chord live load noncuncurrent with any other live loads. 8) • This truss has been designed fora live load of 20.0psf on the bottom chord In all areas where a rectangle 3.&0 tall by 2-0-0 wide will -­0 fit between�the bottom chord and any other members. ; 9) Refer to girder(s) for truss to truss connections. f STATE F 10) Provide Mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjolnt(s) 4, 5 except (jt=lb) � 11) Semi -rigid pitchbreeks Including heels" Member end fixity model was used in the analysis and design of this truss, i/ •. O R li0,.• \` /j/ ' • 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 451 Its down and 223 Its up at device(s) Is the lssl • .... � \\ O N A \ //,/f 1-2-2,respoandp down and 2231b up at 1-2-2 on bottom chord. The design/selection o1 such connection 451ity others, \\ , llif,• 11 \ LOAD CASES) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 FL Cert. 6634 November 17,2014 Continued on Pave 2 AFTdFN,ax, Oergn Pannn@n aaJnFAD MIifTENTfR5AA9 f1*1WlD Nf1A[AFrEREMEMLENN-l9)J me rJl9/zoll 0fil ■■ Design volld for use onbwithWalk correctors. III design is based only upon parameters shown, and Is for an individual building component. Appllca1510ry of design parameters and proper. Incorporation of component Is respon blity of bulling designer- not truss designer. Bracing shown is the of the IS for lat.T.Ie,ppod of Individual web members any. Addillonal temporary bracing to Insure stablllly during construl responsibility Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Waleerector. fabrication, quality control, storage, all erection and bracing. consul ANSI/1PII Quality Criledo,DSB-89 and BCSI Building Component 69N Parke East Blvd. S letylnlamatln vc�oable ham Truss Plate Institute, 781 N. Lea Sireah Svlle 312. AIexanslid VA 14 ItSauttlem P9me�5v' lumber ssspeciiied, the design values arse thdsee0ecuve 05 1/1013 byALSC Tampa, FL 3361"115 ®WA349EA-MM/Qeuil Nnma@n+esl MIFSGNTMSAt01AKXWO NIlE%FLFFRFMEMGENI!-N)3 ree S/29fE01LM0.fIRE Design valid to use.,WWth Walk connectors. This design Is based any upon parameters shl and is for an lndivbual building component. Applicabilityof design parameters and proper incarceration of component Isresponsibill ly of building designer- not Wes designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction bike responsibility of the MiTek' rector. IAdditlonal pennonenl bracing of the overall structure Is the responsibllty of the buliding designer. For general guidance regarding fabrication. quality control, storage, delivery, creation and bracinS3g11, consult ANSI/TPII Quality CCytlyytt1eria,DSB-09 and BCSI Building Component 6SU Parka East Blvd. IafSotyWl m in e�lPjIbesm; 175reiyeiclf ed tlieEelsl�i vaWes eieth3g1s1e eltfe<livelY6/O31%2Q33byA1SC Tempe. FL 3361Dd116 Job TNs9 Truss Type Dry Ply Newman Rog. • , T68]5213 27845 -HJ]T Diagonal Hip GlNar 2 q i a East Coast Truss, Fort Piece, FL. 34946 3-7-10 S.I. =1:17.6 Plate Offsets KY) 12�0-0-0 0-1-31 12.0-1-13 0-4-121 17 Edoe 0-1-81 LOADINV pml SPACING- 2-0-0 CSI. DEFL. in (roc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TO 0.81 Vert(LL) -0.04 7-10 >999 240 MT20 2441190 TOOL 15.6 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.03 7-10 >999 180 BCLL 0.0 • Rep Stress [nor NO WB 0.00 Hom(TL) 0.01 2 n/a Na BCDL 10. Code FBC2010rrP12007 (Matrix-M) Weight: 43111 FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-4 oc pudins, BOT CHORD 2x4 SP No.1'ExcepV BOT CHORD Rigid calling directly applied or 6-0-0 on bracing. 3-7: 2x4 SP No.2 WEDGE Left: 2x4 SP (lb/size) 4=41/Mechanical, 2=367/0-10-8,5=-20/Mechanical Max Horz 2-340(LC 24) Max Uplift4=-42(LC 8). 2=857(LC 8), 5=-112(LC 5) Max Grav 4=41(LC 1), 2=865(LC 28), 5=324(LC 25) FORCES. (Ib� -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=1391/649 BOT CHORD I 2-11=-600/1182, 7.11=-160/420, 6-7=-129/338 NOTES- 1) N/A 2) 2-ply truss to be connected together as follows: Top chords connected with 10d (0.131"x3") nails as follows: 2x4. 1 row at 0-4-0 oc, Bottom chords Connected with 10d (0.131"x3") nails as follows: 2x4 -1 row at 0-3-0 oc. 3) 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 (8), unless otherwise indicated. 4) Wind: ASCt 7-10; Vult=170mph (3-second gust) Vesd=132mph; TCDL=9.Opsf, BCDL=3.OpsY Ill 8=45t1; L=24ft; eavii Cat. II; Exp D; Encl., GCp1=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL-1.60 plate grip DOL-1.60 5) Plates checked for a plus or minus 0 degree rotation about its canter. 6) This truss has been designed for a 10.0 psf bottom chord live load noncancunent 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. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 1001In uplift at Jolnt(s) 4 except gt=lb) 2=857 5=112. 10) "Semi -rigid pitchbreaks Including heels" Member end fixity, model was used in the analysis and design of this truss, 11) Hanger(s) or other Connection device(s) shall be provided sufficient to support concentrated load(s) 451 Ib down and 223 In up at 1-2-2, and 451 Its down and 2231b up at 1-2-2 on bottom chord. The deslgNselection of such Connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on Lane 2 I NO "'\* G ENS" No 53681 ,^• Jid i llvST NAj Ew.. FL Cert. 6634 Novemher 17.2014 AWMMAG VeMTdelgn I+nme4n IadaEAO Aa)ISGX)M9,VRl fM1L0Ce MfRXfiFFFFFMEPAGEXff-]9)3 nr. IJ)9/Iel[&taI1CU5E R Design valid forum ontywith Mirek connecfors.ihIs design is based only upon parameters shown. and is for an individual building component. ��• Applicability of design pruanmarsand properincolporation of component is responsibility of building designer- not truss designer. Bracing shove ■ Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability dudng construction is the responsibility of ISA�T®1.• IVI erector. Pddiional permanent ball of the over structure is the responsibility of the building deslgner. For general guidance regarding fabrication, quality control. storage,delivery, erection and bracing. consult ANSIpPIl Quoly CrBeda,DSB-99 and SCSI Building Component 1 1� 69M Palle East Byrd. 5 fety lnfbrmo tan qvo able fro njsues 1�5outhean �me15P� lumber Plate In litute, Tel N. Lee Street, Suite 312. Alm. 910114. Isspecdie�, thesdessps valuesare Noss e�te=06/Ol/2013 hyASSC Tampa, FL 33610.4115 AWA4N1lFi -,ffrF deign ➢anvroCn a.stsl MIMON Til5M01001V0ED MIF%PEFEP6M£ M6EN11-1413 rea 1101201,WrOffI ■ Design valid Ionise only Win MT.k conneclors. this dolgn a based only upon parameters shown and Is for an inch l building component. �■• Applicablftyofdesign pommelen and preperincomoestlon of component respone30ity of building designer -not mas designer. Bracing shaven ` Is for lotefol support of lndlNdud wsb members only. Additional temporary bracing to Insure stability during eonslrueilon is the responslbinty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabricotlon, quaipy control. storage. deinmq. erection and bracing consult ANSIpPII Quality Waste, D$l and BCSI Buil ing Componsel 69U Parka East Blvd. Safety 1 Iormotlpn aryryablehom Tmss Plater tlWteJB1N. tee SStreat. Suite 312 Alexandria. Vqp la. If Sgutr}lem Dme�SP) lumber isspecsbesi, thedesilmwu,satethase e0e<bye Q6/ /2013by AlSC Tampa. FL 33616 l 15 I -HA I Diaaonal Hip Girder 12 I T8835214 3-3-15 2x4 II 4 5 6cate=1:22.8 LOADING (psiQ SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20 0 Plates Increase 1.25 TC 0.60 Vert(ILL) -0.08 7-10 >890 240 MT20 2441190 TCDL 150 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.07 7-10 >969 180 BCLL 0.0 ' Rep Stress Ina NO WS 0.06 HOR(TL) 0.01 2 n/a n/a BCDL 1010 Code FBC20101TPI2007 (Matrix-M) Weight: 681b FT=0°/ LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.1 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling, directly applied or 6-0-0 oc bracing. WEDGE Left: 2x4 SP 11o.3 REACTIONS! (lb/size) 2=354/0-10-8, 7=90/Mechanlcal Max Holz 2=339(LC 23) Max Uplift 2=-875(LC 8), 7=-224(LC 5) I Max Grav 2=983(LC 22), 7=437(LC 26) FORCES. (Ib) - Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown. TOPCHORD 2-3=1762/708,3-11=-267/115 BOT CHORD 2-12=-579/1353, 12-13=-292/835, 7-13=292/835 WEBS 3-7-762/245 NOTES- I 1) 2-ply truss to be connected together with 1Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chards connected as follows: 2x4.1 row at 0-9-0 Do. Webs connected as follows: 2x4 - i 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 CASES) section. Ply to ply Connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf. BCDL=3.Ops/; h-29ft; B=4511; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 875 lb uplift at join 2 and 224 lb uplift atloint7, , 9) "Seml-rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)167 lb down and 109 Ib up at 4-0-1, and 167 lb down and 109 Ill up at 4-0-1 on top chord, and 451 lb down and 223 lb up at 1-2.2, 451 Ib down and 2231b up at 1-2-2, and 69 lb down and 26 Ib up at 4-0-1, and 69 lb down and 26 lb up at 4-0.1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 FL Cert. 6 November 17,2014 ANARYfMI Yeril/Jeilyr yanme Rn aaCflGa A0)ES alI1MSNAIIQLOEa Mf1FXRFFEREMEFAGEXflMl3 me I/!9/In1Iyf69EleE ■ 7 Design valid for use only Win Wek connecon. This design 8 based only upon parameters shownr and is for an lndivldual buildNg component. ��• Applicability of design parameters and properincorporatlon of component is responreflity of building designer -not truss designer. Bracing shown ■�Y Is for lateral support of Individual web members only. Addtlonal temperer,bracing to Insure stability during construction is the resporeallllty of the MiTek' erector. Additional permanent bracing of the overall structure is the resecreality of the building designer. For general guidance regarding fobdcaflon, quality control, storage,delivery, erection and loading, consul ANSIp1`11 Guallly Criteria,DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Solely lnlormallon wapabletrom)mss Pla)g lnplitule,781N. tee Sireeh SUlle 312, AleranCtla. VA 22316. Il5auffif me SP lumbar lsspecth ,the design values are those effective 05/01/2013 ivy AISC Tampa, FL a9fi10-OHS AyrI MVere(Perlgn yanme@n suPnIADI(J1[SCN)IRSAAD If61L0FO MflFNFEFFA£MF {KGCIIIFM)J re,.VI9/IOfIe46RUfE ■■ Design voAd for use only wen Wekconnectors. The design is based on",on parameters shavm, and a for on indlvldual building component. Appllcabifly of design parameters and proper Incorporation of component Is responsilaMly of bVBding designer. not Imss designer. Bracing shown Is for lateral support of lndlNdual web members only. Addlllonvl temporary bracing to Insure stability during construction is the responsibility of the pp Mner. �10k erector. Additional permanent bracing of the overall structure is the responsibility of the building declaimer. For general guidance regarding Iy1• 1� fabrication, quality control,storage, dellvery, erectlon and bracing. consult ANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component SON Perk. East BNd. Safobinlornallcm q�v biet.m?vss Pbte lnlilule,781N.we?beet. Suite 31Z Aleandda. Vgp91N. If Southern Pine tsPpllumber Isspectlies�,the deSlm values are those ef�ective O6/01/2013byALSC Tampa, R 3NIM115 54 Plate Offsets (X.Y)— 12:0-G-0 0-1-31 12:0-1-l3.G 4-121 LOADING lips ij SPACING- 2-0-0 CSI, DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Ven(LL) .0.06 9.12 >999 240 MT20 2441190 TCOL 15.6 Lumber Increase 1.25 BC 0.40 Ven(TL) -0.05 9-12 >999 180 BCLL 0.6 ' Rep Stress Ina NO WB 0.11 Horz(TL) 0.01 2 n/a n/a BCDL 10.01 Code FBC20101IPI2007 (Matrix-M) Weight: 95 lb FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.1 TOP CHORD BOT CHORD 2x4SPNOA WEBS 20 SP N0.3 BOT CHORD WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=42410-10-8, 8=328/Mechanical Max Horz 2=443(LC 7) Max Uplifl2=-941(LC 8), 8=472(LC 5) Max Grav 2=1154(LC 22), 8=651(LC 26) FORCES. (lb) -Max. Comp.1Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 2.3=1779/638, 3-4=269/145, 5.8=214/287 BOT CHORD 12-14=610/1471, 9-14=-510/1086, 9-15=-510/1086, 8-15=-510/1086 WEBS 3-9=-92/436, 3-8=-1051/437 Structural wood sheathing directly applied or 6-0-0 oc purilns, except end verticals. Rigid telling directly applied or 10-D-0 oc bracing. NOTES- I 1) 2-ply truss to be connected togetherwah 10d (0.131"x37 nails as follows: Tap chords connected as follows: 2x4-1 row at 0.9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 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) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCOL=9.0psY BCDL=3.Opsf; h=29ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encll, GCPI=0.18; MWFRS (directional): cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL-1.60 plate grip DOL-1.60 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6)' This truss pas been designed for a live load of 20.Ops1 on the bottom chord In all areas where a rectangle 3-6-0 tall by 240-0 wide will et between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (n=lb) 2=941, 8=472. 9) "Semi -rigid pftchbreaks including heels" Member end fixity model was used In the analysis and design of this buss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)167 lb down and 109 Ib up at 4-0-1, 1671lb down and 109 lb up at 4-0-1, and 243111 down and 234 lb up at 6-10-0, and 243 Ib down and 234 lb up at 6-10-0 on top chord, and 451 lb down and 223 lb up at 1-2-2, 451 It, down and 223 lb up at 1-2-2, 69 lb down and 26 It, up at 4.0-1, 69 Ib down and 26 Ib up at 4-0-1, and 55 lb down and 16 lb up at 6-10-0, and 551b down and 16 lb up at 6-10-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others, *%% NEl-S.'M9��Oi No 53681; 0 STATE OF %%%%. FL Cert. 6634 x1........nM�. A9 •Ir1A A (4,NPj@#U e9jandare ®MAYMIA YenY/detA}n Yr✓meBnanOntAD lA1FSGNiN(SAIAlM1Mm MftE%FFrFAFMEMLENtFl911 re. tjt9/i0t084de1I5E ■ Design valid for use only Win Was connectors. This design is based on?/ upon parameters shown, and is for on Individual bulding component. �■• Applicobalty of design parameters and properincomoratlon of component is respanabllity of binding designer- net truss designer, Bmong shown ` Is forlateml support of lncMdual web members only, Addltlonol temporary bmaing to insure slabiBiy evil conshucflon B the responsibllllty of the M(T01•• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guldonce regarding fabrication, quality central,Manage. dellvery, erection and bracing. consult ANSVTPII Quality Ontedo,DSE-89 and BMI Buffiing Component 9Y51 1lll 69M Parke East Blvd. S efylrfovnuflpn gyapablahom]mss Plafta,%Iltute.78114. Lelasheal. 5ui1e312.AlexonQtlo, VA/1M114j I� , Puce P Iu ensspecdl ,thedesign uesarethose effecure O6 Ol 013byAL5C Tampa,FL33618d115 T6635215 Nip Girder LOAD CASE(S) Standard 1) Dead +Root Llva (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (all) Vert: 1-5=70, 5-6=-70, 7.10-20 B=50) 9=41 (F=20, B=2D) 13=-63(F--32, B=-32) 14=213(F-106, Set 06) 15=-28(F--14, B=-14) AwAwriw.vdryaeryr parmrertn wempimAgrzsaxnrrrArm PMlpam nlaxuppAPp�rAecnn.pan a. l/ts/tapeBvaxPusc ■ Design valid for use only wlth,Wfek connectan.Th6design Isbased only upon parameters shown and is for an lndivldual buJd)ng component. Applicobialy of design parameters and proper Incorporation of component Is responsibility of building designer -not truss designer. Bmclmg shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during eonstructlon is the responsarlty of the MiTek' erector. (Additional permanent brochg of the overo0 structure is the responsibility of the building designer. For general guldance regarding quality delivery. emctbn end bracing. consult ANSI9ATPll OuorHgy C2s2Hjeda.DSB-BP and SCSI BuOding Component 69N Parke am Bbd. Sfobdcotion. ycontrol.storage. IYSpviliem Vvie `SP� Iumbei sspoe,die�,lnedes Ln sialugedfetth3ols�e ¢IReG4ve O6/0 /2013 byALSC Tampa, FL ]]810.0115 LOADING (psf) SPACING- 2-0-0 CSt. TCLL 20.0 Plates Increase 1.25 TC 0.71 TCDL 15.0 Lumber Increase 1.25 BC 0.25 BCLL 0.0 • Rep Stress Inv NO WB 0.15 BCDL 10.0 Code FBC2010rrP12007 (Mabix-M) 4.95 12 DEFL. In (roc) Vdeg Ud Vert(LL) 0.04 8-9 >999 240 Vert(TL) -0.05 8-9 >999 180 Ho2(TI.) 0.00 8 We Wa LUMBER- i BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 *Except' BOT CHORD 12-11: 2x8 SP No.2 REACTIONS. (lb/size) 11=578/0-8.0,8=483/Mechanical Max Hoa 11=430(LC 7) Max Uplift 11-752(LC 8), 8=369(LC 8) Max Grav 11=578(LC 1), 8=527(LC 13) FORCES. ill -Max.Comp./Max. Ten. -All forces 250 (Ib)orless except when shown. TOP CHORD 1 2-11=401/441, 2.3=525/44, 34=-806/529, 6-8=154/291 BOT CHORD ' 10-11=176/591, 9-10=-154/567, 8-9=-534/815 WEBS 4.9=362/548, 4-8=-617/367, 3-9=1105/809 Scale-1:27.fi PLATES GRIP MT20 244/190 Weight: 96 lb FT = 0 % Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid calling directly applied or 6-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 ac. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 raw at 0-9-0 00, 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)Who: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=9.Ops1; BCDL=3.Opsf h=29ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 4) Plates checked for a plus or minus 0 degree rotation about Its center, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) • This truss has been designed fora 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. 7) Refer to glyder(s) for truss to truss connections. 8) Beading at Jolnt(s) 11 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 (l=lb)11.752, 8=369. 10) "Semi -rigid phchbreaka Including heals" Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard 1) Dead t Roof Line (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (till) Vert: 1-12=-70 ♦♦.�NG E N No 536.81` ,X Oil STATE ,OF :�U/Z ii l c� R 1 P C?\C.`♦♦ Ill FL Cert. 6634 November 17.2014 Continued on pads 2 AwA fa-Vvardesga yuame@aaednLb MTr5oHnRSAIA IM1LefD MlrF1(REFF/IELRZRIGENrI-W)3 rtw 21B12014e9MEe5E Design valid for use only with Wek connecters. This deign is based only upon parameters shown. end is torah Individual building component. Appicabiilty of design parameters and properincaMomtlon of component s responsiblity of building designer. not buss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary u bracing to Insure stability ding construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding folodcatlon, quality control storage. delivery, erection and bidding, consult ANSIgPII pua8ly, Criteria, D511-89 and BCSt Building Componenl S leh lnlormollgn gvapoble eom truss Plot.Institute. 781 N� 1ee Street. Suite 312 Monet ,VA ld. I�Southem Pme SP lumber mspec�ed, tee design values are thosee ecbve 06 0 /2013byASSC MiTek' 69M Parka Fast BAN. Tampa, FL 9Jfi1gd1t5 Job Truss Truss Type Oty Ply Newman Res. s T6B35216 27US -NJ68 Diagonal Nip Direer 2 Lea a iona East Coast Truss, Fart Pierce. FL. 31966 LOAD CASE(S) Standard Trapezoidal Loads (plf) Vert, 11=7(F=7, B=7)-to-8=-193(F=86, B=-86) ID:kFcBaDSnikjkiippr4COVcyJJjG-0p%G39gSyjDaszhpl1F17 yRFPCcoFIJIVF WgoraylLdg A NARNfNJ ttdfl drtsl7n Panmas:n aaGflGO MiESn ws,kF0 IMLUDED MfIF%RFI'EREMED.sGENII-}9lJ ne 1101201180cr Y ■A Design valid for use only with Wes connectors. fiE design b based only upon parameters shown, and is for an Individual building component. -.Yil� AppllcablUty of design parameters and proper Incorporation of component is responslbBity of bullding designer- not truss designer, Bracing shown N Is for lateral support of Individual web members only. Addltlanal temporary bracing to Insure stabNty during construclon is the responsibllBly of the Mirek' erector. Additional permanent bracing of the overall structure is the responsibility of the buiding designer. For general guidance regarding Iabrkatlon, quality control, storage, delivery, erection and bracing, consult ANSI/TP110uuilly Criteria,DSB-89 and BCSI Building Component 69N Perk, East Blvd, S felylnfmma;on q �oblehom7ms,Plotelnjtltute,781 it. Lee itraet.SNta312,A1dandr.. alai Tempe, FL3381P4115 I�Soothem me SP IsunbeEsssyecilie ,thetlengn sra aezare thesee eathre 0b/01/1013byALSC JOD Truss Truss Type City Ply Newman Res. a , T6635217 27MS -HJ7 Dbgonal Hlp Girder 0 is LJob References a East Coast Torn, Fort Rome, FL Mass 7.530 3315 2.0.0 2-&10 411-8 4,95 12 54 II 2-GO 2-9-10 e 7 Scale=1.30.5 Plate Offsets (X.V)- 12:0-0-0.0.1-31.12:0.1-13.D-4-121 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (lot) Vdofl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Ven(LL) -0.02 11-14 >999 240 MT20 2441190 TCDL 15.6 Lumber Increase 1.25 BC 0.44 Ven(TL) -0.03 9-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.12 Horz(TL) 0.01 9 n/a n/a BCDL 10.0 Code FBC2010/7PI2007 (Matrix-M) Weight: 116 lb FT=0% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOTCHORD WEDGE Left: 2x4 SP No REACTIONS. (lb/size) 2=437/0.11-5, 9=388/Mechanical Max Ho¢ 2=491(LC 7) Max Uplitl2=-781(LC 8), 9=460(LC 5) Max Grav 2=1183(LC 22), 9=631(LC 30) FORCES. (Ib)-Max. CompJMaf.Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-15=-2400/782, 3-15=-1970/594, 3-16=-1164/543, 4-16=1081/476, 4-5=318/196, 5-17=-295/204, 6-9=-212/252 BOT CHORD I 2-11=-659/1949, 11-18=-609/1949, 10-18=-609/1949, 10.19=-587/1026, 9-19=587/1026 WEBS 4-10=-121/524,4-9=958/485,3.10=988/634,3-11=-210/373 Structural wood sheathing directly applied or 6-0-0 cc puffins, except end verticals. Rigid telling directly applied or 6-0.0 cc bracing. NOTES- 1) 2-ply truss tQ be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0.9-0 cc. Bottom chords connected as follows; 2x4.1 raw at 0.9-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 or.. 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) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Ops1; BCDL=3.Opsf; h=29ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpl=O.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposetl: Lumber DOL=1.60 plate grip DOL-1.60 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 list bottom chord live load nonconcument with any other live loads. 6) • This truss has been designed for a live load of 20.0ps1 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at Joints) except Qt=lb) 2=781, 9=460. 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s):or other Connection device(s) shall be provided sufficient to support concentrated loads) 562 Its down and 293 lb up at 1-2.2, 562 to down and 293 lb up at 1-2-2. 167 lb down and 109 Its up at 4-0.1, 167 Ib down and 109 lb up at 4-0-1, and 2431b down and 234lb up at 6-10-0, and 243 lb down and 2341b up at 6-10-0 on top chord, and 69 lb down and 26lb up at 40.1, 691b down and 26 Its up at 4-0-1, and 55 lb down and 16 Ib up at 6-10.0, and 55 It, down and 161b up at 6-10-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. ,,1111111111!/////, ��• PEA s. M '�. Cj •'in, E N41 No 53681 :9 STATE LF e'''SS��NA„IE���. FL Cert. 6634 November 17,2014 A NARlamNsN, dui,,Wnme¢n..O Rose MMSGKM9" PK ID MIIFI(fi£ifFE/RFa1GE N11-M73 n. l/!9/SOII9peflEUSE Design wild for use onlywin Wek connectors. This design b based only upon parameters shown, and is for an lndMdual bNltling component. ��• Appli ability of design parameters and proper Incorporation of component 6 responsibUy of building designer- not Imss designer. Bracing shown Is for lateral support of lndivldual web members only. Additional temporary bracing to Insure stabllly during construction is the responsibility of the erector, Additional permanent bidding of the overall structure Is the responsibility of the building designer. For general guidonce regarding MiT®k' fabdcatlon. quality control storage, delivery, erection and brooing• consult ANSVr9tt QualityCCiffeda,DSO.89 and SCSI Boning Component 690/ Parke Easl Blvd. I�Srodyafhem C�ne4$Pl luimbni ii rsuoclR�{,p���iultw Awlcl:nevsl,h..-t1531iri � stiff-in—(sglrs1 /iM 3 Inv Al In TemPa, FL 336fOd116 Job Truss Truss Type Dry Ply Newman Res. s TfiW521] 2I945 -HJ7 Diagonal Hip Girder 3 (Qsditsaffll Fall OceetTmss, Fort Pierce, FL 34945 7.530a Jul It 2014MMklndUMe3, Inc. Mon NuvlTo6.24.362014 Paget ID:kFcScOSnlpkiippr4COYcyJJjG3?41HVh4j1LeU7(31yPGVfoZPD4X1m02UAaLNGyILdI LOAD CASE(S) Standard 1) Dead + Roof,, Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert' 1-6-70, 6-7=-70, 8-12-20 Concentrated Loads (lb) Vert[ 15=241(F-121, 8=121) 16=100(F=50, 8=50) 17--63(F=-32, B=-32) 18=41(F=20, 8=20) 19=-28(F=-14, B=14) ®WA od-Senf]deslga ➢aramean•ad flEle MTESON]MS.W'l 1M 0£e MfiFKf1FFRE WEN114473 ma 1/n/201 VINUMM Dezlgn volld for use only with MBek connectors. the design is based only upon parameters shown, and is for an lndivIdual building component. �Q Applicability oldeslgn Parameters andproperincorporallon of compononi6 rezponzibiilh of builtling designer- not lmss designer. Braclng shown ` ""Col., lalefpI suppod of lndlNtluai web membarsonNAddltlanal temporary bracing to Insure stability during consWdlon is the responsibsliry of the ks sy(T®k• erector. Addmsdlllanal permanent bracing of the overall skuctura is the nnponslblllte or the build designer. Forgenamlguitlance regarding faabricati�n. goul�ality storage.delivery. er5ecron and bracing, consult ANSI9p�PI1Qualllyq 036-e9 and 9C51 BuUdln0 Component 1Y1 69U Parke East Blvd. IiSoultheT gcontgrol, pCd3letla, Lee Pne `SP�Ibilmbe, Is .s ie , a7deSignvdlDES arellth3.¢ttec,.O6/OS/�fll3by AL5C Tempo, FL 33610i116 Job Tfuss Oty Ply Newman Res. Tee 35210 27845 -HJ7S Mall Hip Girder 2 2 Truss Type Fast coast TNaa, Fort Piers.. FL 3494e 7.530 a JW 11 kV14 Mile"ndYSlI199, Ill Men Nov 17 0524:372014 Page ID:kFeSeOSniklkiippr4COYeyJJjG-YBet UriiTKTV5HrBbgwV1 sLk9PPUmDoBipJwSylLde -3315 2-GO &1t4 "I 33.15 2-0.0 4-314 3-54 Scale -129.4 LOADING(pso SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TO 0.81 Ved(LL) -0.02 8-9 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.46 Verl -0.04 8-9 >999 180 BCLL 0.0 - Rep Stress Inv NO WB 0.11 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 116 lb FT-0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4SPNo.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP N0.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0.0 oc puffins, except end verticels. BOT CHORD Rigid telling directly applied or 640-0 oc bracing. REACTIONS.! (Ib/size) 2=454/0-10.8, 7-368/Mechanical Max Harz 2=459(LC 5) I Max Uplift 2=-970(LC 8), 7=.474(LC 5) i Max Grav 2=1230(LC 22), 7=621(LC 22) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(I1b) or less except when shown. TOP CHORD i 2.3=-19131682, 3-13=.8541448, 4.13=-788/396, 4-14=281/198 BOT CHORD 2-15=641/1713, 9-15=-641/1713, 9-16=-641/1713, 8.16=-641/1713, 8-17=-448/655, 7-17=-450/685 WEBS 4-8=50/287, 4-7=-669/413, 3-8=1121J388, 3-9-306/682 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords]connectedas follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9.0 oc. Webs connected as follows: 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 CASES) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult-170mph (3-second gust) Vassi32mph; TCDL=9.Opsf; BCDL-3.Opsf, h=29ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL-1.61) plate grip DOL=1.60 4) Plates checked for a plus or minus 0 degree rotation about Ns center. 5) This truss has been designed for a 10.0 par bottom chord live load nonconwment with any other live loads. 6)' 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. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at Joint(s) except at=1b) 2=970, 7=474. 9) "Semi -rigid) pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)167 to down and 109 lb up at 4-0-1. 1671b down and 109 Ib up at 4-0-1, and 2431b down and 234 lb up at 6-10-0, and 231 Ib down and 205lb up at 6-10.0 on top chord, and 451 It, down and 223 lb up at 1-2-2, 451 lb down and 223 lb up at 1-2-2, 691b down and 26 lb up at 4-0-1, 69Ib down and 26 Ib up at 4-0-1, and 55 lb down and 16 lb up at 6-11 and 59 to down and 38 Ib up at 6-10-0 on bottom chord. The desigmselection of such connection device(s) Is the responsibility of others. I ♦♦:LNG. V� C E NSF.,C��n.��"_ ♦ y No 53681 �s. STATE OF 0..:��� 4 OR it SsIONAli �%'I' FL Cert. 6634 November 17,2014 Continued on Daw 2 AWARNfM-YerJFQUI)n Nnma@rsa.0 PFA0 M7rEWTIRSM0 rM1LDfD MtRT(NrFEMF Al 101-M23 M, 11"12014890il Usf Design valid for use only with Wek connectors. This design is based only upon parameters shown. and 6 for an indivklual building component, Appliestesty of design parameters and proper Incorporetlon of component Is responsibility of building designer -not truss designer. Bracing shown Is for loteeral support of Individual web members only. Additional temporary bracing to Insure dearly dung construction is the responsibility of the erecfor.l Additional permanent bracing of the overaO sloctura is the resporablON of the building designer. For general guldonce regarding pp M)Tek' febricallon, quality storage, delivery, erection and small consult Al Quality D50.89 and 801 BuBding Component 69N Perk, East am. Wwn7irool, CCredo. Safety f Soutliem Pne1aP/lumber iisyeleAied,tthedelupFvaluesaiethosee line e12000Lo hyALSC Tempe. FL 33a1o.4116 Job Truss Truss Type Qry Ply Newman Res. Net s T6635210 27845 -HJ7a Diagonal Hip GINer 2 rs L Joe e (optional) 7 2 seat Coast Tress, Fan Plana, FL 34946 LOAD CASE(S)j Standard 1) Dead +Roof Live (balanced): Lumbar Increase=1.25, Plate Increase=1.25 1) Uniform Loads (p1 Vert: i1-5-70, 5-6=-70, 8-10=20, 7-e=-20 7.00 s Jul 119014 MTek Industries, fire. Man Nov I7 083 P.3 2Of1P age ID:kFcScOSnikjkiippr4COYcyJJjG-YBel UriiTKTVSHrBbgwV I sLk9PPUmOOBipJwSylLde B=50) 14=-41(F=-9, B=-32) 15=213(F=106, B=106) 16-41(F=20, B=20) 17--23(F=-9, 8=-14) ANAIWIf/J Yertf/Qefyn NnmoaenavQeFAa M7FSGNTNlSMDfAt1a0ED NtIFXRIiEaEMFMGENffl473 n� I/J9/IelsapeflElAE ■*C Design wild tar use onyw th MTek connectors. This design b based any upon parameters shown and Is loran Individual building component. Applicability of design parameters and proper lncamorallan of component k responsibility of building designer- not buss designee Breang shown ..Y�• r'iY Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek' erector, Additional permanent bracing of the overall structure is the respondbipty of the building designer. For general guidance regarding fabrication, oua0ly, control storage, delivery, erection and bracing, consult ANSVTFII Quality CWord,DSB-09 and BCSI Building Component 6901 Parke East Blvd. Ssfetylnloon,%lon gvopablefrom TmNPleje lnjtiNts, 781 ,N. Lee Cast, I15outhem , SP lssmberisspecdie ,thedess as Nett. 31152e llttee[cve O6/,2314 36yAL5C Tampa,FL3361"llff 48 M18SHS = 3xe II 4x8 M18SHS = 8x8 = 4 22 23 2425 26 5 278 28 297 7.00 12 1x4 J 1x4 i 3 8 N 2 N EE59 'AL I� 1 14 30 31 13 32 12 11 33 34 10 35 36 37 d _ 9 74 = 5x5 = Sx5 WE= 3x8 = 4x4 3x4 = 4x8 8.2-8 12-1&0 19.&B I 2840 1 8-2-8 8-7-8 8.7.8 6.10.8 Plate Offsets (X V)-- f2�0-0.15 Edge], 14.0-5-60-2-0I I6,0-0-0 Edo 1 f7.0-6-00-2.41 LOADING(psf) SPACING- 2-M CSI. DEFL. In (too) Vdeg L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.89 Veri 0.40 12-14 -790 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.90 Ven(TL) -0.47 12-14 >672 180 M18SFIS 244/190 BCLL 0.0 ' Rep Stress Ina NO WB 0.48 HarSCrL) 0.13 9 n/a n1a BCDL 10.0 Cade FBC2010E-P12007 (Matrix-M) Weight: 135 lb FT-0% LUMBER- BRACING. TOP CHORD i2x4 SP 285OF 1.8E'Except' TOP CHORD Structural wood sheathing directly applied or 2.8-3 oc purlins. 17-9: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-7-0 oc bracing. BOT CHORD 2x4 SP NoA WEBS 1 Row at midpt 4-12. 7-12 WEBS 2x4 SP No.3 MRek recommends that Stabilizers and required crass bracing OTHERS 2x4 SP No.3 be Installed during truss erection, In accordance with Stabllizar WEDGE stall lie uide Left: 2x4 SP N6.3 REACTIONS. (Ib/size) 9=2028/0-8.0, 2-2150/0-8-0 Max Holz 2=285(LC 7) Max UpliN9=-1815(LC 8), 2=-2201(LC 8) Max Grav 9=2282(LC 30), 2=2530(LC 29) FORCES. (I s) - Max. Comp./Max. Ten. - All forces 250 fail or less except when shown. TOP CHORD' 2-3=-3834/3071, 3-4=-381113158, 4-22=-4370/3822, 22-23=4370/3822, 23-24=-4370/3822,24-25=-4370/3822,25-26=-4370/3822, 5.26=437013822, 5-27--4370/3822, 6-27=-4370/3822, 6-28=-4370/3822, 28-29=4370/3822, 7-29=4370/3822, 7-8=3699/3089, B-9=-3925/3209 BOTCHORD 2-14=-2395/3301,14-30=-2522/3430,3031=2522/3430,13-31-2522/3430, ,,III I I i I///�1j,, /3116,11-33-2414/3116, 33-34=2414/3116,10-34=241�116,10-35=267E/3358, 35-36=2672/3358, ♦��,�PSl; S. ♦ 36-37=2672/3358, 9-37=-2672/3358 ♦ , WEBS 4.14=-382/780,4-12=-1112/1328,5-12=-1032/1219,7-12=-1313/1534, 7-10=320/631, ♦♦ \G•• •k C'ENS•�••C/ 3-14=-423/410, 8-10=-320/349 `♦ �• F '"� No 53681 NOTES- 1) Unbalanced roof live loads have been considered for this design. �• / 2) Wnd: ASCE 7.10: VuN=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsg BCDL=3,Opsf h=29tt; 8=45f1; L=261t; save=4ft; Cat. la; Exp D; Encl., GCp1=0.18; MWFRS (directional); cantilever left and right exposed ; end verticel left and right exposed; Lumber.DOL=1.60 plate grip DOL=1.60 ���,.• STATE /0 F 3) Provide adequate drainage to prevent water pending. ��� T'.• A ) P •• •mil ♦♦♦ 4) All plates are MT20 plates unless otherwise Indicated. i 0 R \ �•_•` \ ♦♦ on of he plate Is required to be placed the space tine at joinas) 7. Is 6) The solidPlateat jo nit(s) 7 o , 9, 2,13.ed 1 , 12 or,1minus 1, and 8rchecked e rotation for a plus oras minus 0 degree rotation about its canter. ',,41 "11S10 N A' AII%% 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 9)' 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 tell by 2-0-0 wide will 5t between the bottom chard and any other members. FL Cert. 6634 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (It=lb) 9-1815, z=2201. November 17,2014 MAt9`mM41g breaks including heels" Member end fixity model was used in the analysis and design of this truss. ®NAtUdw-9edfldsq. N.-...ad BEAU NTTESDN TIRSADa INCLUDED HIRXBEEMB MENII-MT3 re. t/[9Ji4leaFT0.9E1RE Design valid for use only Win Welk connecters. tins design is based only upon parameters shown. and a for an Individual building component. ��• Applicability of design parameters and proper Incorporation of component k responslblllN of buBCing designer- not truss designer. Bracing shown Is for lateral support of lndivldual web members only. Addlllonal temporary bracing to Insure stability during construction is the responsibility of the MiTek' proctor. Addlllonal permanent bracing of the overaY structure is the responslblllN of the building designer. For general guidance regarding fabdcatlon. quality control storage, delivery, erection and bracing, consult ANSIp1I1 Quality Cdteda,DSB-89 and BCSI Building Component 69M Parke East Blvd. Sa�ety Ir�lorrNa�pn 4wyable fromlmInjtlµte, a81-N.LLee Street.Suite312, At ar dtltl.n2 Tat 44Mas... nrm Tampa. FL 336104115 Job Truss Truss Type Cry Ply Newman Res. r a T8835218 27515 ADIG HIp GINer 1 1 Job Jul 14 o a East Coast Trues,i Fop Pierce, FL.3a9a6Tippr4COYcyJla-OOCiBiKMffeK es,Ina.MonNov 17 Rka4tunpogaBLxTSS ID:kFcSCOSnikjkiippr4COYcyJJjG-OOCPiBiKEecMjO0N9NRke4tunpegVaBLzT3SSuylltic NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 276 lb down and 268 lb up at 7-0-4. 2761b down and 268 lb up et 9-0-4, 276 Its dowP and 268 Its up at 11-0-4. 276 lb down and 268 He up at 13-0.4, 276 Ib down and 268 lb up at 15-0-4, and 276 lb down and 268 Ib up at 17-0-4, and 276 Ib down and 268 Ib up at 19-0-4 on top chord, and 649 Ib down and 500 lb up at 8-2-8, 74 Its down and 31 lb up at 7-0-4, 74 lb down and 31 be up at 9-0-4, 74 Its down and 31 to up at 11-0-4. 74 He down and 31 to up at 13-0-4, 74 Its down and 31 lb up at 15-0-4, 74 Its down and 31 lb up at 17-0-4, 74 Ib down and 31 to up at 19-0-4, 147 lb down and 145 Its up It 21-0-4, lend 80 Itsdown and 76 lb up at 23-0-4, and 90 lb down and 72 lb up at 24-04 on bottom chord, The design/selection of such connection devices) is the responsibility of others. 13) In the LOAp CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE($) Standard 1) Dead +Roo Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Lo ds (pIQ Val: 1-4=-70,4-7=-70,7-17=70,9-19=-20 Concentrated Loads (Ib) Ve�: 14=-300(F) 12=-50(F) 5=-103(F) 10=-50(F)22=103(F)23=-103(F) 24=-103(F) 27=-103(F)28=-103(F)29=-103(F)30=-50(F)31=-50(F)32=-50(F) 33=-50(F) 34--F50(F) 35=-131(F) 36=-76(F)37=-86(F) ®MA/tNRFi YenfPderl9n parvmaRn andA&IA M75 ON rNISAND INO WIT 9rfNKREFEaE FAOENlfM93 mw f/19/E01lA9CI£NSE ■■■■ Design valid for use any with Mmek connectors. This design is based only upon parameters shown, and is for an lndlvldual building component. Applicadllity of design parameters and proper incorporation of component Is responslbPJy of building designer- not truss designer. Bracing shown Is for lateral support of lndlvldual web members only. Atldltlonal temporary bracing to Insure stability cluing construction 6 the responsibility of the MiTek' erector. Addltlonol permanent bracing of the Overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality central storages, calvary, anrreelon and bracing, consult ANSIIfUl i Quality ciliate, DSB.a9 and 1101 Building Component 69N Parke East 9W. H LIYIInf.Zgs ie�W(lble g¢iis5p2GitieU.lthede N. ljn vdl itic3taie[h36t@Aela¢cbrtvae 0.6/Olfad0136y AtSL Tampa, FL 33610.4116 LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2010/TPI2007 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 20 SP No.3 Scale=1:49.4 4x4 = — CSI. DEFL. in (too) Udell L/d PLATES GRIP TC 0.81 Voll 0.18 10-13 >999 240 MT20 244/190 BC 0.82 Verl -0.3610-13 >B61 180 WB 0.30 Ho¢(TL) 0.08 9 nfa n/a (Matrix-M) Weight: 1341b FT=O% BRACING - TOP CHORD Structural woad sheathing directly applied or 3.11.2 oc puffins. BOT CHORD Rigid ceiling directly applied or 5-5.1 oc bracing. Mrrek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabilizer Installsi agile. REACTIONS. (lb/size) 9=1165/0-8-0, 2=1348/0-8-0 Max Mom 2=354(LC 7) Max Uplift9=-853(LC 8). 2=1170(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=1795/1305, 3-4=-1578/1172, 4-5=1511/1204, 5-21=1314/1146, 21-22=-1314/1146, 6-22=-1314/1146,6-7=-1364/1205,7-8=-1647/1286,8-9=1935/1475 BOT CHORD 2-13=-932/1614, 12-13=-881/1497, 11.12=-881/1497, 10-11=-881/1497, 9-10=-1143/1641 WEBS 3-13=-303/290,5-13=-282/488, 6-13=-351/292, 6-10=288/284, 7-10=-352/525, 8-10=-445/471 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=9.OpsY BCDL=3.Opsf; h=29ft; B=4511; L-26ft; eave=4ft; Cat. 11; Exp 0; Encl., GCpi=0.18; MWFRS (directional); cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip 001-0.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psi bottom chord live load norm ncument with any other live loads. 6) - This truss has been designed for a live load of 20.0psf an the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0.0 wide will fit betweei bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjotnt(s) except 0=11s) 9=853, 2.1170. 8) "Semi-rigidipitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss, ISI �J�NO C E N 3F9G� 4. �` No 53681 0,330 STATE F 5 cC o R (O .-* N FL Cert. 6634 November 17,2014 A NAAIXM Yedfrduyn Wnnre@n�gafAO MiFSGXTIXSAND Ir.QWm NSlFKftE/FAFMEFHafNff-)4l3 rer. I/t97f0148fFGCUY ■■■ Dedgnvalid foruseanNvdthlMakcannecton. rhisdeslgnebased only upon parameters shown. and isforan Individual building component. Applicabllity of design parameters and proper InceMormion of component b responsibility of building designer- not truss designer. Bracing shown b for lateral support of lndNlduol web members only. Additional temporary bracing to insure stability burro construction is the responsibility of the IAddlllonal MOWerector. permanent bracing of the overo0 structure Is the responsiblty of the building designer. For general guidance regarding fabrication. quality control,storage, delNery, erection and bracing. consult ANSIpPII Duality Csterla. DSB.89 and BCSI Building Component e904 Parke East Blvd. 5 teryl forma11ton q� yabl�homlmzs Pla)e lnstlNte, 791 N. tee treat. Sull 312. Ale an4tla. VA7 Id. I�Saut�sem Pme{aP/Iumber lsspecdied, thatlrnsps valuesare l�sgse efecLve 06/0 /2013 byAL5G Tampa, FL 336fOd115 Scale=1:49.5 4x8 = zoo 1z axe = 5 14 15 6 Plate Offsets(XY)- 12:0-2-5044I f2:0-0-00-1-13115:0-5-80-2-0119:Edae0-0-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (too) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.26 TC 0.74 Veri 0,00 1 n/r 90 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 Be 0.81 Veri -0.06 1 Nr 120 BCLL 0.0 ' Rep Stress [nor YES WS 0.33 HOR(TL) 0.01 9 rile Flat BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Wnd(LL) 0.05 1 n/r 120 Weight: 1381b FT-0% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 SLIDER Right 20 SP No.3 1-6-0 REACTIONS. All bearings 25-4-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc puffins. BOT CHORD Rigid calling directly applied or 1D-0-0 oc bracing. FMTak recommends Nat Stabilizers and required crass bracing be installed during truss erection, In accordance with Stabilizer III - Max Hom 2=420(LC 7) Max Uplift All uplift 100 to or less at joints) except 9=356(1_C 8), 2=562(1_C 8). 13=297(LC 8),12=-244(LC 8), 10=520(LC 8) Max Grav All reactions 250 to or less at joint(s) except 9=522(LC 14). 2-454(LC 17), 13=572(LC 13), 12=380(LC 13), 10=743(LC 14) FORCES. (to) -Max. Camp./Max, Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2.3--305/175, 34=-253/271, 4-5=-175/302, 5-14=-152/322, 14-15=-152/322, 6-15=-152/322, 6-7=196/264, 7-8=-494/462,8-9=-559/439 BOT CHORD 9-10=-218/38B WEBS 3-13=351/358, 5-12=296/192, 6-10=-312/235, 7-10=482/543 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL-3.Opsf; h=29ft; B=45ft; L=25ft; eave=4ft; Cat. II; Fxp D; Encl.. GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) Gable requires Continuous bottom chord bearing. 6) This truss has been designed for a 10.0 list bottom chord live load noncencurrent 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 wade will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 356 lb uplift at joint 9, 562 Ib uplift et Joint 2, 2971b uplift;at joint 13, 2441b uplift at joint 12 and 5201b uplift at joint 10. 9) Beveled plate or shim required to provide full bearing surface with buss chord at joint(s) 9. 10) "Seml-rigid pitchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. C�\G• �'\cENSF•'C�¢'y No 53681 _ tC . STATE OF FL Cert. 6634 November 17,2014 ®WARf/IIL.VeNrOe.lpn yanmeRn,ruEaGD rARSGniMSANOlM1LDEa MfIFKRFEEN£MEMfiEXff.l9l3le• ))J9/301a9F1'0.9EUSE Design valid forum onlywlth MBek connectors. This design D III only upon parameters shown, and is for on individual building component. ��• Applicability of design parameters and proper Incorporation of component B responsibility of building designer- not truss designer. Bracing shown Is for lateral support of lndMldual web members only. Additional temporary bracing to Insure stability during comtmctlon is the responsibility of the erector, Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality 9control, storage, delivery, erection and braciLeeng, consult ANSI/TPI I Quality CCri9teria,DSB-BP and BCSI BM4ing Component I�Souithem �9rre 15P1 Ibumbef i5 rspeGifier�,�thedes 'a values alelth3oseeir eczive 06/Ol/2013 by ALSO 69U Parke seat Blvd. Tampa, FL 33a10.a116 Job Truss Truss Type Dry Ply Newman Res. r TU35M 27845 A94 Hip 1 1 o e do a East Coast Truss, Fort Pierce, FL 34945 .ma o,r m„au n . v,. ,... . . U". ID:kFeScOSnlpkiippr4COYcyJJjG-OzuXKCIDX2_xau9yq% RCN091m21uxndRH62DyILm 32.1 1 12-2.8 11338 1930 2340 2� 21.4 32.1 3M17 1-30 338 41.0 2-60 4AS= 4e= 7.00 12 44 = 1.4 II ""' 3x4 =3x4 = 114 II 3x4 = 34 It are = 3x4 II Scale-1:57.0 LOADING(psl SPACING. 2-0-0 CSI. DEFL. in (too) Well Lid PLATES GRIP TOLL 20.0 Plates Increase 1.25 TO 0.81 Ved(LL) 0.14 16-18 >999 240 MT20 244/190 TCOL 15.0 Lumber Increase 1.25 BC 0.55 Vert(TL) .0.22 16-18 -999 180 BOLL 0.0 ' Rep Stress Ina YES We 0.68 Horz(TL) 0.06 10 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: ibis lb FT=O% LUMBER. BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-10 oc puffins. BOT CHORD 2x4 SP No2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0.1 oc bracing. 10-12: 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, In accordance with Stabilizer WEDGE filial guide. Left: 2x4 SP No.3 REACTIONS. (III/size) 2=1314/0-8-0, 10=1136/Mechanical Max Horz 2=481(LC 7) Max Uplift 142(LC 8), 10=.837(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-1717/1215, 3-4=-1241/1015, 4-5=.1127/1055, 5-6=-978/1041, 6-7=-1128/1060, 7.8=-1235/1029, 8-9=-1605/1229, 9.10=.1550/1073 BOT CHORD 2.18=-865/1607, 17.18=-865/1607, 16-17=.865/1607, 15-16=.409/1034, 14-15=-409/1034, 1 13.14=-856/1339, 12-13=-856/1339,11-12=-883/1363, 10-11--1090/1339 WEBS 3.16=-679/542, 5-16-270/399, 6-14=-290/397, 8.14=617/545 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=9.OpsY BCDL=3.0psh h=29ft; Shull L=25ft; eave=4ft; Cal. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional; cantilever left and right exposed: end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 par bottom chord live load nonconcunent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-61 tall by 2-0-0 wide will fit between the bottom chard and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1142111 uplift at Joint 2 and 8371It uplift at Joint 10. 9) "Semi -rigid pitchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. No 53681 ©n✓ STATE ��u/` ♦ � ♦♦'♦ss/ONA%11.�`�` FL Cert. 6634 November 17,2014 QNMMAa Ve4ll Qeign panmeRn anQPE1DfAIFS pNiMSNA IM1rWtD MfTFHFFFFR£MF MG£HII A23mr.11012014&Fd1E ■ Design valid for use only with Wek connectors. This design k based only upon parameters shovm.and is for an individual binding component. NotApplicablBty of dosign poramalers and proper Incorporation of component Is responsibility of building designer -not truss designer. Bracing shown Is for lateral support of Individual web members only, Atldltlonal temporary bracing to Insure stabinty during conshucilon Is the respansiblllity of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the bullorng di lgner. For general guidance regarding fabrication, qu1lality control, storage, delivery, erection and brocin5g, consult ANSUTFII Crlledo, DSB-89 and BCSI Building Component 69N Fares East Blvd. yQuality 4 14 iy5ohu m Pula va ibuinhe(itrezy¢Ci1i¢tl itu d2111pn Tel ttmSidiB ttr53Me eff¢tti 9j01y20136yALSC Tempe, FL 3381P4116 Job Truss Truss Type City Ply Newman Rea. r T6535223 27045 A05 Common 10 1 b tional and Coast Truss, Fort Pierson, FL U945 4x4 = 3.0 II 8-0.3 6.1-4 44 II Zoo 12 3x4 = 3x4 = 3x4 II Style=1:57.1 LOADING(p.9 SPACING- 2-0-0 CSI. DEFL. In (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert 1L -0.22 12-15 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.4312-15 >707 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.75 Hoa TL) 0.05 9 ma n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 1301b FT=O% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-8 oc punlns. BOTCHORD 2x4 SP No.2 *Except* BOTCHORD Rigid ceiling directly applied or B-0-14 as bracing. 9-11: 2x6 SP No.2 FMiTelk recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 I be Installed during truss erection, In accordance with Stabilizer WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 2=1313/0-8-0, 9=1137/Mechanical I Max HDrz 2=501(LC 7) Max Upltft2=-1142(LC 8), 9=-837(LC 8) Max Grev 2-1355(LC 13), 9=1170(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(I1b) or less except when shown. TOP CHORD 2-3=-1719/1232,3-4=-1574/1271,4-5=-1467/1323,5-6=-1390/1300,6-7=-1492/1269, 7-8=160711231, 8-9=-1530/1061 BOTCHORD 2-15=-871/1697, 15-22=373/1068, 14-22=-37311068. 14-23=-373/1068. 13-23=37311068, 12-13=-37311068, 11-12=850/1322,10-11=-882/1348, 9-10=1122/1322 WEBS 3-15=-516/562, 5-15=-092/798, 5-12=-086/730, 7-12=473/534, 8-11=250/262 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh-170mph (3-second gust) Vasd=132mph; TCOL-9.0psf; BCOL=3.Opsf; h=29ft; B=45ft: L=25ft; eave=4ft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fat between the bottom chord and any other members, with SCOL= 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1142lb uplift at joint 2 and 837 Is uplift at Joint 9. 8) "Semi-rigidlpitchbreaks Including heels" Member end fbifty, model was used In the analysis and design of this truss. ,IPgl .S1 „Mq"e"i o%NG ''vCENS' Gt'/- No 53681 13. ♦9 STATE F ,�NA' E %% FL Cert. 6634 November17,2014 ®NACyrrA-Van1,dnsi oyanme@n and PL10 M7FSLaTRSANDIAQWEO aIFFKFfFFAF,1¢MGE MII.M73 re r. VB12014aFEMEM ■ Design Ild for use onlywtlh Mifek conneclon. ihh design is based only open parameters shaven, and is loranindiNdualbuAtlNg component• Applicability of design parameters and properincoryoratlon of component Isreeponslblity of building designer. not truss designer. Bracing shown. Is farlaleral support otintlividual web members only. Additional temporary bracing to Insure stability during construction k the responsibility of the Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general galdanca regardln9 WOW.rector. fabrication, quality control, storage. delivery, creation and bracing, consult ANSVIPI1 Quality Cried., DSB-89 and BCSI Building Component S.feM lnt.rmallonq pobie lrom]runs Flat. tn{IIIv..781 N.Le.iheel. Suite 312. Alexohhrlo, Al4.03tA if Southern Vine Sp lumbermspeci/ieo, thedesignva ussarethose etecnve 06s1tSC 69M Parke Fast Blvd. Tampaji.336104115 Job Truss Truss Type Oty Ply Newman Res. , . T6835224 I 27845 AM Common 3 t Job R f (optional) som...... .1, an YlerCe, YL.. .a 2.4-4 6-5-13 I 4Xe 7.00 12 5 3 is II 3X8 = 7-&0 Milk Scale = 155.5 Adequate Support Required LOADING(ps1) SPACING- 2-0-0 CSI. DEFL. in (too) Wall L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TO 0.97 Vert(LL) -0.07 9-10 >999 240 MT20 2441190 TOOL 15.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.18 9-10 >999 180 BOLL 0.0 ' Rep Stress Incr YES WE 0.76 HOIz(TL) 0.03 9 n/a n/a BCDL 10.0 Coda FBC2010/TPI2007 (Matrix-M) Weight: 1281b FT=O% LUMBER- ' BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 12x4 SP No.2 BOT CHORD Rigid oiling directly applied or 8-0-6 oc bracing. WEBS 12x4 SP No.3 •Except' MITek recommends that Stabilizers and required cross bracing 7-9: 2x6 SP No.2 be Installed during truss erection, in accordance with Stabilizer WEDGE Installation quite, Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=107O/O-8-0, 9=1160/0-8-0, 8=145/Mechanical Max Horz 2=769(LC 7) Max Uplift2=-1001(LC 8), 9=-825(LC 8), 8=-216(LC 8) Max Gray 2=1076(LC 13), 9=1160(LC 1), 8=188(LC 14) FORCES. (Ib)-Max.Comp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 2-3=-1254/951, 34=-744/717, 4-5=-625/769, 5-6=-625/758, 6-7=-770/728, 7.9=10931846 BOT CHORD 2-12=-530/1311, 11-12=-530/1311, 10-11--530/1311 WEBS 3-10=-711/584, 5-10=-292/330, 7-10=-136/735 NOTES. 2) Wind: ASCE anced 7-1roo10; live Vultal7omph (3-seconds 3 secondigust) Vasddered =132s design. mph; TCDL=9.Opsf; BCDL=3.Opsf h=29ft; EllL=24ft; CavellCat. II; JO��PEL S, Ezp D; End., GCpl=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical leftend right exposed; Lumber DOL=1.60 �� G ...... E N " plate grip DOL=1.60 ,Q ���•'VY SF'�C/ 3) Plates checked for a plus or minus 0 degree rotation about Its center. ti x 4) This truss lias been designed for a 10.0 Pat bottom chord live load nonconcument with any other live loads. • No 53681 or /O 5) • This uusahes 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 chard and any other members. * — '- Ap61 6) Refer to glyder(s) for truss to truss connections. •;� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001 Ib uplift at joint 2, 825 lb uplift at joint 9 r and 216 Ito uplift at joint 8. /.• S TAT E F 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. �� A� �A / P ,•'�`a `re �� % FL Cert. 6634 November 17,2014 A W.UWIMv Nedrrdenjpr pa•ameWn+nCapAO MIRSGHTNISApD 710,11,111) KfrFKftEEENEM2'MGEMff-1913 me IJl9(IOIJ&teACeN- Design vGlld for use only, with ldPek connectors. This design 8 based any upon parameters shovm, and is for an individual building component. �• Applicability of design parameters and proper Incorporation of component is resporebllily of building designer- not truss designer, Bracing shown ■■■��•YYY■■■ Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslblllity of the WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, doroge,delivery, erection and bracinjg, consult ANSVIIPI1 Quality and SCSI Building Component 69M parks East Blvd. 2CrIledo,D3B-89 12$Otyg[Ilem Piae�3R�iusable,isipecifi Ied,tuthe design laussiBTe tth3d3C a schve OGJOI�Oli to Tempe, FL 3]910-4115 Job Truss Truss Type Cry Ply Newman Rea. • T6635225 27845 AOT Hip 1 1 b e a al besteoast Imes; an rlmc.. 11. aroao 44 5.&13 5-5.3 3-B.0 48 = 7.00 12 44 = 5 22 6 4x4 i 4 3x8 O 3 2 rj 1 15 14 13 12 11 4x4 =3x10 11 1x4 11 3x4 3xB cc 3x4 = 3x4 = 30 7 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (too) I/de8 Ud TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert(LL) 0.14 14-15 >999 240 TCDL 15.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.20 14.15 >999 180 BCLL 0.0 ' Rep Stress Incr YES We 0.50 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Corte FBC2010rTP12007 (Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOTCHORD WEBS 20 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1333/0-8-0, 9=1148/0-8-0 Max Hom Max Uplift2=4 159(LO 8), 9=-843(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 12-3=-1761/1243, 3-4=-1358/1097, 4-5=-125B/1128, 5-22=-109411097, 6-22=-1094/1097, 6-7=-1 262/1139, 7-8=-1365/1108, 8-9=-1822/1332 BOT CHORD 2-15=-884/1628, 14-15=-884/1628, 13.14=-506/1163, 12-13=506/1163, 11-12=-98411489, 10-11=-984/1489, 9-10=984/1489 WEBS 3-14=-559/452,5-14=-232/391,6-12=-262/371, 8-12=613/565 NOTES• 34 B 10 1A II 6.6-13 Swle=1:50.1 9 4x4 = PLATES GRIP MT20 244/190 Weight: 145 to FT-0% Structural wood sheathing directly applied or 4-0-11 oc purlins, Rlgid ceiling directly applied or 5-9-14 oc bracing. FMrrek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer ri 1) Unbalanced roof live loads have been considered for this design. Cat. II; / \,\1`SIl/�// 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL=3.Opsf, h=29ft; B=45ft; L=26ft; eave=4ft; Lumber DOL-1.60 \\ t1'I. \ ,' •v/qn, Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; and vertical left and right exposed; ♦\\ �P• • •,,, plate grip DOL-1.60 3) Provide adequate drainage to prevent water pending. ♦♦♦�G ,••�CENS`'•. �: �. (• ••,� 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. ♦♦ N O 53681 , 6) • This trussIhas 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. * 1 • 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1159 lb uplift at Joint 2 antl 8431b up1'ift at ❑ .Q /�J �= 8 Semi-ri id Itchbreaks including heels" Member end fixity mortal was used in the analysis and design of this truss. )"Semi-rigid Semijoint . g P g v Y g ry —ti' ©:•, STATE ,OF TC O R 1 p ���`♦ ���OS�ONA� E�\\♦ FL Cert. 6634 November 17,2014 ®WARM�VUAr/6rtalle panmea±n aaEPEAp rAIESGMTMGAN9IMiWCa,Vfi£K6EFEREMF6IGENLI-Tall mx ](t9(lat4allrWl:eaE Design valid for use only wlth Mink connectors. This design is based only upon parameters shown. and is for an Individual building component. Applicablliry of design Pahameten and proper incorporation of component Is respcnsibI1lrV of bulltling designer - not truss designer, shading shown Is for lateral support of lndlvidual web members only. Additional temporary bracing to insure stability ddng construction is the responsibility of the MiTek' erector. Additional Permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, dellvery, erection and bracing. consult Atil Quality CMedµ D58.89 and SCSI BuBding Component 69M Parke East Blvd. 11Sda1thCn11 islevvgq Ib»�ho�m jrua Plot. InstiMe, 781 N. Lee treat, Suite 312, A1Van4ria. VA 22314. p 1 Pla spendied, tbedessgnv vas ate pulses ectsve 1/2013 byAiSC Tampa, FL 33610,4116 Job Truss Truss Type Oty Ply Newman Res. T6836228 27B45 A08 Hip 1 1 e o a seat C°6%TNSs. Pon Mersa, f-L. J9946 4813 d S3 7-9-0 4E-13 2-0 Scale-1:52.1 9.60 1.1. 9.0.D 7.0.0 90.0 Plate Offsets IX YI- I2�0-2-9 Edael 12,0.0-0 0-1-91 15�0-3-8 0-2-01 I6,0-5-8 0-2-01 19�0-0-0 0-1-91 19,0.2-9 Edoel LOADING(pS6 SPACING. 2-0-0 CSI. OEFL. in (fee) IldeO Life PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.84 Ven(LL) 0.19 11-14 >999 240 MT20 244/190 TCOL 15.0 Lumber Increase 1.25 BC 0.70 Ved(TL) -0.2911-20 >999 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.19 Hoa(TL) 0.07 9 n1a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrlx-M) Weight: 135 lb FT=O°/ LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1543: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS '2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS.' (lb/slze) 2=1325/0-8-0, 9=1325/0-8-0 Max Horz 2=397(LC 7) Max Uplifl2=-1142(LC 8), 9=1142(LC 8) Max Grav 2=1349(LC 13), 9-1362(LC 14) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 Da purlins, BOT CHORD Rigid calling directly applied or 6.7.3 cc bracing. WEBS 1Row at midpt 6-14 recommends that Stabilizers and required cross bracing FMTek be Installed during truss erection, in accordance with Stabilizer stallat o vide FORCES. (Ili) - Max. Comp./Max. Ten. - All forces 250 (I e) or less except when shown. TOP CHORD ' 2-3=-1737/1258, 3-4=-1493/1113, 4-5=-1389/1144, 5-21=-1237/1106, 21-22=-1237/1106, 6-22=-1237/1106,6.7-1417/1144,7-8=.1493/1113,8.9=-1756/1258 BOT CHORD i 2-14=-712/1681, 13-14=-437/1296, 13-23=-437/1296, 12-23=-437/1298, 11-12=-437/1296, 9-11=-712/1426 WEBS 3-14=-337/324, 5-14=101/388, 6-11=-101/388,8-11=-336/323 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10: Vult-170mph (3-second gust) Vasd=132mph; TCDL=9.Opsh BCDL-3.Opsf h-2911; B-45ft; L=26ft; eave=4ft; Cal. II; Exp D; Encl., GCp1=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL::ISD plate grip DOL=1.60 3 Provide adequate drainage prevent water pending. 9 9 P P 9• 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) *This trussihas 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, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1142 lb uplift aljolnl2 and 11421b uplift at joint 9. 8) "Semi -rigid pitehbreaks including heels" Member end fixity model was used in the analysis and design of this truss. \\\\\� pEL �gillMq,,,, No 53681 9'a STATE OF :40�/ 0NA� E�%%%' FL Cert. 6634 November 17,2014 ANAMENG4eM),Aul. Aaran,eeenaad eFAD MWONTMSAMJ IN1Lem NI1kX6EFFI1EtAfMGENf/-1413 ma )/t9JIJIIBa'OetllSE Designvalid for use any Win btaek connectors. This design4 based only upon parameters she". and is for an lndlNdual building component. �� Applicability of design parameters and proper incorporation of component b responsiblllty of building designer -not imss designer. Bracing shown b for lateral rvppodof Individual web members only. Additional temporary bracing to Insure stability duOng construction b the responslblllity of the WOW erector. Additional permanent bracing of the overall struclure is the responsibility of the building designer. For general guidance regarding 1YB 1 fabrication, quality control. storage, dellvery. eredlon and bracin 5g. consult ANSI€/�rPI10uoBty criri3teria,DSB-89 and 301 Building Component 69o4 Parke Ean BIM, 1�5puithem Puie�SPf Ibumber isSpecif6iend,itthedesssprLee aluestate tth3ois2e elttee4ve O6/01I 013 byALSC Tempe. FL 33610d116 .lob Truss Truss Type Qty Ply Neml Res. Tel 27045 A090 HIpcilyder 1 1 a 2441 34f-0 3-0-0 1 51l 610_0 3 o 3-0.0 2.4.4 Spate=1:51.2 4x6 M18SHS= IxifMll _ ix4 II 4 23 24 25 5 26 27 28 6 7.00 12 34 Is 34 7 3 xzz�_ 6 Q 2 1 16 15 29 30 14 13 31 12 32 11 10 7.4 I 5x5 = 54 WB= 5x8 M 5x5 = 1x4 II 6x6 = 6 B = 6xB = 3-60 ]-0.0 12-160 I 18-&0 22-0.n0 i 258-0 an Plate Offsets (X Y)- 14�0-5-e 0-2-01 16:0-5-8 0-2-01 111,0-2-8 0-2-121 115:0.2-8 0-2-121 LOADING(psf) SPACING- 2-M CSI. DEFL. In (roc) Will Ud PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.98 Verl 0.45 11-13 >691 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.99 Vart(TL) -0.4711-13 >660 180 M18SHS 244/190 BCLL 0.0 • Rep Stress [net NO WS 0.43 HaR(TL) 0.13 8 Na Na BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 1481b FT=0 LUMBER- ' BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-3-15 oc purlins. BOT CHORD 2x4 SP 285OF 1.8E *Except' BOT CHORD Rigid ceiling directly applied or 3-4-14 oc bracing. 12-14: 2x4 SP No.1 WEBS i Row at midpl 4-13, 6-13 WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer WEDGE Installation guide. Left: 2x4 SP No,3, Right 2x4 SP No.3 REACTIONS. listsize) 2=2462/)-8-0, 8=246210-8-0 C Max Horz 2=327(LC 24) Max Uplift2=2609(1_C 8), 8=2609(LC 8) Max Grdv 2=2872(LC 29). 8-2872(LC 3D) FORCES. ite) - Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown. TOP CHORD' 2-3=4357/3695, 34=4453/3992, 4-23=-4780/4486, 23-24=4760/4486, 24-25=-4780/4486,5-25=.4780/4486,5.26=-4780/4486, 26-27=4780/4486, 27-28=4780/4486, 6-28=-4780/4466, 6.7=-4455/3993, 7.8=-4357/3695 BOT CHORD 2-16=-2839/3866, 15-16=2839/3866, 15-29=-3040/4021, 29-30=.3040/4021, 14-30=3040/4021, 13-14=.3040/4021, 13-31=-3006/3878, 12-31-300613878, 31176/12 ,`11B1I111//// 5.. � WEBS 4215=-856/01154, 4-13 585813-573/728?6-13' 1175/1284, 6-11=.857/1157, 3.16=-273/357, 3-15=-585/511, 7-11=-588/513, 7-10=274/359 ,,�O;PEL• ` N ,�.`p\GC,` O E g� NOTES- No 53681 1) Unbalanced roof live loads have been consideretl for this design. * ;• 2) Wnd: ASCE 7.10: Vuft=170mph (3-second gust) Vastl=132mph; TCDL-9.Opsf; BCDL=3.0psf; h=29ft; B=45ft; L=26ft; eave=4ft Cat. II; Ell D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed end vertical left and right exposed; Lumber DOL=1.60 plate grip OOL=1.60 3) Provide adequate drainage to prevent water pending. i %;, F = 4) All plates are MT20 plates unless otherwise Indicated. STATE © •' (V�� 5) The solid section of the plate Is required to be placed over the splice line at joint(s) 14,12. �� ;kN A / tt, 6) Plate(s) at joinl(s) 4, 6, 2, 15, 13, 5, 11, 8, 16, 3, 7 and 10 checked for a plus or minus 0 degree rotation about its center. �� 0 R 19 \ ,� 7) Plate(s) atjoint(s) 14and 12 checked for a plus or minus 3 degree rotation about Its center. �iy Si •• • ' \ \` ve loads. 9) This This truss has been designed foss has been designed for r live load of 20.Opsf on f bottom chord l the bottom chord ve load in all areas where al with any other llrectangle 3-6-0 tall by 2-0-0 wide will / illN A11 1E�.�` fit betweem,the bottom chord and any other members. 10) Provide Mechanical connection (by others) of truss to bearing plate capable of withstanding 26091b uplift at joint 2 and 26091b uplift at joint 8. FL Cert. 6634 11) "Semi -rigid pitchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. November 17,2014 Continued an ones 2 A WAHNfAg VedfrdeuAn panmeEen anGeFAD pe]FSGH]rRSAlA I=WO Mf1p1(FFIFREMEC.1GENll-)0)J n. 11W2011819G9E1RE �■ Design valid for use on"th well connectors. This design N based only upon parameters shovm, and bfor an individual building component. Apalcal of design parameters and proper Inconamflon of component Is responsfellity of building designer- not truss designer. Bracing shovm ■■■��.YYY■ Is for lateral support of Individual web members only. Additional temporcry bral to Insure stability during constructor, is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responstalllly of the building designer. Por general guidance regarding labricatlon, quality cortl storage, delivery, erection and bracing, consult ANSIIPll costly Crill 050.89 and BC51 Bonding Component 69N Perk. Eon Blvd. 1lorylnbrma11[an vo'able"rnjr Plg)eNptituteJ81 N. tee treat, Suite 312, Al¢�xanQtla. V5,B gg2233It I�Soutbem Pme7SP� lumber is specdte�,thedesless values are those ette[bve 06(Ol/3013 byALSC Temps, Fi. 33610-4115 Job Truss Truss Typo Qty Ply Newman Rea. r a Tfifi3522T 27US A09G Hip Girder 1 1 East Coast The., Fort Pierce, FL. 34946 ppr4CJuiit20ieMhQNwPLM5cEg tvd3acvtDDM2MIND"_Page 2 ID:kFcSCOSnikjkiippr4C0YcyJJjGmvhQNwpLM5cE911 vtl3acvmDDM2MINDyWnl7tkRylLdV NOTES- 12) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s)188 lb down and 179 lb up at 7-D-0, 1881b dawn and 179 Ito up at 9-0-12, 1881b down and 179 It, up at 11.0-12. 1671b down and 179 lb up at 12AID-0, 188 Ito down and 179 lb up at 14-7-0, and 1881b down and 179 lb up at 16.7-4, and 1881b down and 179 Ill up at 18-8-0 an top chard, and 841 to down and 715 Ito up at 7-0-0, 229 lb dawn and 226 Is up at 9-0-12, 229 Its tlawn and 226 Ito up at 11-0-12, 229 Ib down and 226 lb up at 12-10-0, 229 Ill down and 2261b up at 14-7-4, and 229 lb dawn and 226 Ito up at 16-7-4, and 841 Ito down and 715 Ib up at 18-7-4 on bottom chord. The design/selection of such connection devlce(s) is the responsibility of others. 13) In the LOADI CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASES) Standard 1) Dead RoofjLive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIf) Vertj 1-4=70, 4-6=-70, 6-9=70, 17-20=-20 Concentrated Loads (lb) Vert 4=-24(B) 6=-24(B)15=-557(B)13=-198(B) 5=-24(B) 11 =-557(B) 23=-24(B) 24--24(B) 27=24(B) 28=24(13) 29=198(B) 30=198(B) 31=-198(B) 32=198(B) AWM)WI G-verrfr6etqu yanmerenau0AG0 fA1CSGfliMSANa fM1MID MIlEKFiFFACA(FMGC M(I-Ml3 ter. l(J9/ie1QB}F69CIAC Design wild for use only with Wok connectors. This design is based only upon parameters shown, and is for on indlNtlual building component. Applicability of design parameters and proper incorporation of component b responslbnIN of building designer- not truss designer. Bracing shaven Is forlalefal supped of lntlryidual web members anry. Additional temparary bracing to Insure stability during construction is the responslbillity of the Fs (T®1.• M erector Adbltlonol permanent bracing of the overall structure is the responslbllity, of the bullding designer. For general guidance regarding 1 Il fabrication. quality control. storage.delivery. erection and bracing consult ANSIpPII Quality Wells, DSB-B9 and SCSI Beading Component 6904 Parke East use. S bryl formolgn Wsable Homjmss Plate lntitule. 781 N. lea treeL Suite 312, Aleeandda. V Id I�Spu�lem bme IaP� lumber isspecitie�, the design values are thosaeRecCsve Q6/ui/1013 by ALSC Tampa, FL 336f0i115 Job Truss Truss Type off, Ply Newman Rea. ( T683522B 27845 8010 Hip Girder 1 1 Job Reference foi East Coast Truss, Fart Pierce, FL 34946 3-00 48 M18SHS ca ..wuaau,,,avw mu.•nmmn,ua,,,..e,. n.. mm,..•„ ... ID:kFcScOSnikjldippr4COYcyJJjG-FSFpaGpz7Pk5lpc6Bm5rRz1S BRik6aogONkRGtylLd1 0-100 I 153.8 I 1838 1 2110I 4SB 4S8 34Y0 348 Seale =1:41.8 4x8 MISSHS = 3xB II rxru �• 4.10 // 3-0-e s-so i latao I lszo 1s3-e I z1-e-0 I v.a 21.8 ado 4.0.0 b -8 34Y0 3b8 Plate Offsets(%Y)- 129-2-1 Ed el f4,0-5-80-2-01 f610-5-80-2-01 I8'0-2-1 Ednel 110'0-6-00.5-81 f12'0.6-00-5.81 LOADING(psf) SPACING. 2-0-0 CSI. DEFL. In floc) Wall Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) 0.55 11 >470 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.65 11 >398 180 M18SHS 244/190 BCLL 0.0 • Rep Stress ]nor NO We 0.78 Hom(TL) 0.44 8 n/a We - BCDL 10.0 Code FBC201 OrrP12007 (Matrix-M) Weight: 128 lb FT-0% LUMBER- I BRACING - TOP CHORD 2x4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied or 2-3-13 cc purlins. 4-6: 20 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied or 3-7-1 cc bracing. BOT CHORD 12x6 SP SS •Except• MITek recommends that Stabilizers and required cross bracing 10-12: 2x6 SP No.2 be installed during truss erection, in accordance with Stabilizer WEBS 20 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS.. fib/size) 2=1949/0-8-0, 8=1765/0-8-0 Max Ho¢ 2=285(LC 7) Max Uphft2=-1815(LC 8), 8=-1500(LC 8) Max Grant 2=2102(LC 29), 8=1924(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5124/3761, 3-4=-6075/4636, 4.20=.623615007, 20-21=-6236/5007, 5-21=-6236/5007, 5-22=-6236/5007, 22-23=.623615007, 23-24=6236/6007, 6-24=-6236/5007, 6.7-5975/4749, 7-8=-5165/4072 BOT CHORD 2-13=-3230/4565, 12-13=3379/4778, 12-25=3984/5469, 25-26=-3984/5469, 6. 5266, IS WEBS 847/981,3136fi19567,710=,970/1067, ,````,,EL 4-1261508/223295-111=692/445112 7.9r-5491470, 4-11=980/1205, 6-11=.997/1147, 6.10=-1582/2192 J � �P •\C E N S •.••(�1�y�y'y \G \, •, NOTES- 1) Unbalanced roof live loads have been considered for this design. ZI ' ����� No 53681 /: 2) Wind: ASCE 7.10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf BCDL=3.Opsb h=29ft; 5=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18: MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 / plate grip bOL=1.60 3) Provide adequate drainage to water 777�F��------.xxx r prevent ponding. 4) All plates are MT20 plates unless otherwise Indicated. STATE W A (V w •�1 � 5) Plates checked for a plus or minus 0 degree rotation about Its center. 6) This truss has been designed for a 10.0 bottom chord live load nonconcument with any other live loads. � T•.•R / Q' • (] �•' \, psf i� .% R 7) • 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 betweenfit bottom ...... %% �e chord and any other members.'NA ANSl/rial l to formula. Building designer should verify angle grain 8)B ariat johnt(s)2,, 8 considers parallel to gran ty value using g �E�.�` capacity oFbearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1815 lb uplift at joint 2 and 150D Ib uplift at joint B. FL Cert. 6634 10) "Semi -rigid pitchbreaks including heels" Member end fixity, model was used in the analysis and design of this truss. November 17,2014 Continued on Pace2 AruvAs,b-9ed!(CatSn panmaGn lef l .0 AarFS GN7faSMD I101aDLa Mf1FKfiEEEREMEPAGE XII-M)3 rtr. I/t9/IOII&"lagElRE Design valid for use only W,th Wok connectors. This design b based only upon parameters shown. and Is for an Individual building component. Applicablity al design parameters and proper lncomorotion of component is responsblllty of bullding designer- not truss designer. Bracing shown Is for lateral support of Individual vveb members only. Additional temporary bracing to Insure stability during conslmction is the responsibility of the MiTek' erector, Addltlonal permanent bracing of the ovemO structure is the responsibility of the building designer. For general guldonce regarding fabrication, quality control, storage, delivery. erection and bracing, consul ANSI/IPI10uality Critedo,pSB-89 and SCSI Building Component 69U Parke Eest Bind I laty Is�tonnallon gyo�ablefrom Jmsms PIa1e Imtitute,781 N..rsLee Street, Suite 312, Alexandra. VA�23114 bASC Tampa. FL 33610-4116 I�SouttlCtn ine plumber lz ecdre thedesr values azetllose effetnve QS 0 Job Truss Truces, Type aft, Ply Newman Res. r T6635228 27US BOIG Hip Glrcer 1 1 bRl al f II age 2 East Coast Truss, Fan Plane, FL. 34e46 Leppr4C YcyJJIG-F6FpaGpes, Inc.MonNov1706.24.4T2814PkRGt ID:kFcScOSnikjklippr4C0YryJJ1G-F6FpaGpz7Pk51pc6Bm5rRZISBRik6eogONkRGtyILdL NOTES- 11) Hanger(s) or other Connection device(s) shall be provided sufficient to support concentrated load(s) 283 Its down and 2B2 lb up at 7-0-4, 283 It, doom and 2821b up at 9-0-4. 28316 doom and 2821b up at 11-0-4, and 283 lb down and 2821b up at 13.0-0, and 283 Ib dam and 2821b up at 14-7-12 on top chord, and 4601b dawn and 3971b up at 6-6-0. 70 Ib doom and 3Ib up at 7-0-4, 70 Ib doom and 3Ib up at 9-0-4, 70 lb doom and 3Ib up at 11-0.4, 70 Its dawn and 3Ib up at 13-0-0, and 70 Its doom and 3Ib up at 14-7-12, and 460 Its dawn and 3971b up at 15-2-0 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 12) 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 +Roaf�Live (balanced): Lumber Increase-1.25, Plate Increase-1.25 Uniform Loads (plf) Vert: 1-4=70, 4-6=70, 6-8=-70, 12-14=20, 10-12=-20, 10-17=-20 Concentrated Loads (Ib) Vend 12=-455(B) 5=-100(B) 11=-38(8) 10=-455(B) 20=-100(B) 21=-100(13) 23=-100(B) 24=-100(B) 25=38(13) 26-38(B) 27=-38(B) 28-38(B) ®WARMIA Ye,ifl Cefgn Nrsme@neadPfM MIRSGNPRSAA9IMZLDFD MIlFKRI£Fllfra'MGENfI-Nl3 red I/t9/S016pF1aaElnE ■■■ Design valid for use only with ANek connectors. This deslen 6 based only upon parameters shown. and is for an lndivldual means, component. AppllcabIDty, of design parameters and proper incorporation of component Is remoNlbllity of bullding customer- not in sa designer. Bracing shown Is for tate7alsupport of lndivldual web members only. Additional temporary bracing to Insure stability during construction is the responslblllity of the MiTek- onai peanent brooing of the overall structure Is the respon96ifty of the building designer. For general guidance regarding erector, Addl0permanent fabrkatlanr quality control, storage, delivery, erection and bracing. consult Al Quality Winds.DSB-89 and SCSI BUIldleg Component 6904 Pelee Beat Bll S fety lntormatian q suable homjNss Plata In titute, 781 N. Lee Sheet, Sulte 312, Ale.anddo, VA I4 I�Saumem Pine15PJ lumberdspeciln , the design va1u�are those effective O60/2013hyALSC Tampa, R 33810�115 Job Truss Truss Type Oty Ply Newman Rea. s T6635229 27845 B02 Hlp 1 1 East Coast Truss,Fan Plane, FL. 34040 4-0 8 4-11-0 firs = 7.00 12 5x5 = 4is&8 3-]-8 0 0 ]B S-9-0 I I 414&0 Style=1:43.1 Plate Offsets (X Y)— 12DA-13 Edael 16:0-2-8 0-2-11 17:0-2-8 0-2-11 I10:0-2-9 Edgel 113,0-2-12 0-2-81 LOADING (par) SPACING- 2-M CSI. DEFL. In (toe) Valet Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.92 Vert(L-) 0.29 13-14 >897 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.86 Ved(TL) -0.4312.13 >610 100 BCLL 0.0 ' Rep Suess Ina YES WB 0.28 Hom(TL) 0.33 10 n/a n1a BCDL 10.0 Code FBC201 D/TP12007 (Matrix-M) Weight: 110 lb FT=0% LUMBER - TOP CHORD 2x4 SP ND.2 BOT CHORD 2x4 SP No.1 aExcl 12-13: 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 2-0-0, Right 2x4 SP No,3 2-0-0 REACTIONS. (Ib/size) 10=962/0-8-0, 2-1157/0-8-0 Max Hom 2=354(LC 7) Max Uplift 10-701(LC 8), 2=-1033(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-7 oc pudins. BOT CHORD Rigid ceiling directly applied or 5-5-5 oc bracing. MiTek recommends that Stabilizers and required grass bracing be Installed during truss erection, in accordance with Stabilizer FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-24=169/529, 2-2=514/233, 2-3=283/118, 3-4=2148/1294, 4-5=-2139/1358, 5.6=-2106/1389,6-27=-1740/1260,7-27=1740/1250,7-8=-2171/1458,8-9=2208/1585, 9-10=-761/483 BOT CHORD 2-25=316/154, 2-21-104812181, 2.14=-97211997, 13-14=-10D312065, 12-13=-845/1726, 11-12=-1259/1931, 10-11=-130112033 WEBS 6-13=-349/711,7-13=-295/288,7-12=-421/748,8-12=218/276 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.0pfi BCDL=3.Opsf h=29ft; B=45ft; L=24ft; eave=4ft; Cal. II; Exit D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; and vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plate(s) at joint(s) 5 checked for a plus or minus 5 degree rotation about its center. 5) Plaintiff) at joints) 6, 7, 10, 10, 2, 2, 13, 14, 4, 12, 8 and 11 checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 8t between the bottom chord and any other members. 8) Bearing at joint(s) 10, 2 considers parallel to grain value using ANSI7rP1 1 angle to grain formula. Building designer should verity capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 701 Ib uplift atjoint 10 and 1033 lb uplift at joint 2. 10) "Semi -rigid pftchbreaks including heels" Member end @city model was used In the analysis and design of this truss. 111 11111111111111j1 . PEL S. M �.. -.� O E NSF 9Gj'�i ,AYY No 53681 STATE /OF .��11SS11111111101, ONAI 1��, FL Cert. 6634 November 17,2014 Aa'A2yAG-VeNrdesgFa(amenm aa4efAD TATESONTwlSAlwlMeant MfTFKAFFEREYx£MGENfI-MJ3 ma 11"1201111709 6E Oedgn valid for use any Wth Walk connectors. fill design 6 based only, upon parameters shovm, and is loran Individual building component. Appllcabilty of design parameters end proper Incorporation of component Is responslbllity of bullding designer- not truss designer. Bradng shosm ■■■■ Is for laesel supped of Individual web members only. Additional temporary bracing to Insure stability during constructlon is the responsollllty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage,delivery, erection end bracing, consult ANSIpPIl Quality Crilerla,D5B-09 and BCSI Building Component Safety lnlormallgn GGaable hem imu Plata lmliNte,JelN. Lee �"at, Suite 312Alexandde, VA 14 I/Southern Pure 15Pjlumber I. specifiedrihe design vat uses are these offal eOfi 0 /2O33byAt5C 69N Parke East BNd. Tampa, FL 33610d115 LOADING (pi SPACING- 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 • Rep Stress Incr YES BCDL 10.0 Code FBC2010TPI2007 LUMBER- TOP CHORD 2x4 SP No.2 *Except* 1-5,8-11: 2x4 SP No.1 BOT CHORD 2x4 SP 285OF 1.8E *Except* 12-15: 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 2-0-0, Right 2x4 SP No.3 2-0-0 4x4 = Too 12 4x4 = Scale=1:43.6 C51. DEFL. In (lot) uden L/d PLATES GRIP TC 0.96 Vert(LL) 0.3114-15 >842 240 MT20 244/190 BC 0.58 Vert(TL) -0.45 14.15 >577 180 WB 0.45 Horz(TL) 0.35 11 n/a We (Metrix-M) Weight: 11216 FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid telling directly applied or 6-5-15 oc bracing. recommends that Stabilizers and required =as bracing iMTek be installed during truss erection, In accordance with Stabilizer REACTIONS. (Ib/size) 2=115710.8.0, 11=96210-8-0 Max Hoe 2=423(LC 7) Max Uplift2=-1033(LC 8), 11=701(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-19=164/513, 2.2=591/44, 2.3=.386/0, 3-4=2322/1437, 4-5=-1296/954, 5-6=-1254/986,6-7=1093/958,7-8=1253/994,8-9=-1301/959, 9-10=2331/1614, 10-11=-761/350 BOT CHORD I 2-20=-306/151, 2-16=-109212366, 2-15=-1033/2227,14.15=-979/2074, 13-14=-406/1167, 12.13=-1146/1863, 11-12=-1230/2131 WEBS 4-15=218/696, 4-14=1010/641, 6-14=283/414, 7-13=-332/474, 9-13=-992/826, 9-12=328/631 NOTES- 1) Unbalancad roof live loads have been considered far this design. 2) Wind: A5CE 7.10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL=3,Opst h=29ft; 8=45ft; L=2411; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical [attend right exposed; Lumber DOL-1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 6) • This trussihas 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. 7) Bearing atjoint(s) 2, 11 considers parallel to grain value using ANSITPI 1 angle to groin formula Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10331b uplift atjolnl2 and 701 lb uplift at joint 11. 9)'Seml-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. I No 53681 %'• ;O STATE P F i T4 OR,OP,.\�,�. N All- �, 111111111111110 FL Cert. 6634 November 17,2014 AWA m-l-ey 3eagn yarar sinaidREAD M75 ON TM5M91=00 Nr1r1rR£i£R£MEMOE 0111-M33 my I/£9/3011Si£all Design valid for use only with,Wrek connectors. This design is based a* upon parameters shown, and is for an lnclvldual building component. ■■■ Applicability of design parameters and proper Incorporation of component Is respomlblllty, of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability dudng consflnctien is the responsibility at the erector. Additional pennanenl bracing of the ovemH stmctum is the responslbll of the bullding designer. Far general guidance regarding BA MITOW MT®�• quallty, control. storage, delivery, emotion and bracin5g. consult AN9pPll Glu.m,CClued., IAD-89 and SCSI Dividing Component I}a15eguth malnefaP) IbumberilopeeAie�,INedetst=nvalulessna th]aeas, ve 0fi/f300136yALSC e9U Parke East Blvd, Tampa, FL ]]6f e4115 Job Truss Truss Type Dry Ply Res. r > T66e5231 I.Newman 27845 Beg Roof Special 1 1 Referencelob East cocoa Thus. o ace, ID:kFcScOSnikjkiippr4COYcyJJjG-fh.DHssOK6f9GLh� VsuIV3cNx7fmfJu26iL - _ z5lCyILdR -20.4 i 3.11-B 12 01 17-B-2 i 21-8-0 2:4a-108 &10-8 011-8 40 cc Scale =1:45,0 Too 12 I.. - 4.00112 __ .. LOADING (ps() SPACING- 2-0-0 CSI. DEFL. In (too) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.87 Vert(LL) 030 13-14 -855 240 MT20 244/190 TCOL 15.0 Lumber Increase 1.25 BC 0.77 Vert(TL) .0.44 13.14 >595 180 BCLL 0.0 • Rep Stress Incr YES VVB 1.00 HOrz(TL) 0.29 10 n/a n/a BCOL 10.0 Code FBC2010lrP12007 (Matrix-M) Weight: 1141b FT=O% LUMBER. BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied. 7-10: 2x4 SP No.2 BOT CHORD Rigid telling directly applied or 5-1-0 oc bracing. BOT CHORD 2x4 SP 285OF 1.8E *Except* MITek recommends that Stabilizers and required cross bracing 12-14,11-12: 2x4 SP No.2 be installed during truss erection, in accordance with Stabilizer WEBS 2x4 SP No.3 [installation guide. OTHERS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 2-0-0, Right 2x4 SP No.3 2-D-0 REACTIONS. (Ib/size) 2=1157/0-8-0, 10=962/0-8-0 Max Horz 2=438(LC 7) Max Uplift2=-1033(LC 8), 10=-701(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 2-18=.169/520,2-2=649/203,2-3=-306/114,3.4=.2319/1430, 4-5=-11831855, 5-6=-1088/887,6-7=1090/890,7-6=1208/859.8-9=-2317/1696, 9-10=-876/649 BOT CHORD 2-19=-311/154, 2-15=-1258/2475, 2-14=-1065/2236, 13.14=4040/2107, 12-13=-1287/1867, 11-12=.1287/1867, 10-1 1=4507/21 98 WEBS 6-13=.359/641,8-13=-1120/962,8-11=-283/565, 4-13=41151709, 4-14=-148/613 NOTES- 1) Unbalanced roof live loads have been considered for this design. ,\\ %yP�,... M,y j 2) Wind: ASCE 7.10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf, h=29ft; B=45ft; L=24ft; eave=4ft; Cal. II; ,� ('j C E /�'' C Ot Exp D; Encl., GCpi=0,18; MWFRS (directional): cantilever left and right exposed ;end vertical left and right exposed; Lumbar DOL=1.60 �� \ �,� `S(.`•• �� plate grip DOL-1.60 �' ••F'S 3) Plates checked for a plus or minus 0 degree rotation about Its center. :r :• No 53681 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * ; •• * Y 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. .� ; ,u(/ • �� 6) Bearing atjolnt(s) 2, 10 considers parallel to grain value using ANSPTPI 1 angle to grain formula. Building designer should verify pacity Ca bearing surface.STATE F ' 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10331b uplift at joint 2 and 701 Ib uplift at ��� ,�•. ib / P �� joint 10. i� •. C 0 R I'D \ �% 8) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss, �j� ss FL Cert. 6634 November 17,2014 ®MAftMKI Ya•Bldesgn purumn2neodNGDfARSGNTNIYM0fM1W1/:a NfIFKRF!"INFMEIMGENLf-14735ur. !)l9fidl<WfaNF.IAL ■■ Design valid tw use ony Wlh Maek connectors. Thal desgn is based only upon pammelon shown, and is loran Individual all component. �• Applicability of design parameters and proper Incorporallan of component Is responslblllfy of loold Ing designer- not two designer. Bracing shown Is for lateral support of lndlvlduel web members only, Addltlonal temporary bracing to Insure stability during construction is the resporearrify of the MiTek' erector. Addillonai permanent bracing of the overall structure is the responsibillty, of the building designer. Far general guidance recording fabrication, ducally aconttrol,storage. delivery, erectlon and bracing, consult ANSIANI clearly Work, DSB-09 and BC51 Building Component 66a4 Parke East 13W. I�Bo t�sa niGi+rE tSPr lumbar luSpecifil9thedelsNrgn valsees fiY¢tlh3gze EAlgal ECvE 06�0�1%JA13by A13C Tampa, FL JJe10-4116 ..4.00 F12 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 • Rep Stress [nor YES BCDL 10.0 Code FBC2010/TP12007 LUMBER- I TOPCHORD 2x4 SP No.2 BOTCHORD 20 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.31-6.0. Right 20 SP No.31-6-0 4x4 = Scale =144.9 zoo 12 h CSI. DEFL. In (lac) Bdeft L/d PLATES GRIP TC 0.81 Ved(LL) -0.1515-16 >999 240 MT20 2441190 BC 0.90 Ved(TL) .0.45 13-15 -579 180 WE 0.41 Hom(TL) 0.11 12 me n/a (Matrix-M) Weight: 12111a FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-9.8 do bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ifulde. REACTIONS. (Ib/size) 2=115708-0, 12-962/0-8-0 Max Horz 2=438(LC 7) Max Upllft2=-1033(LC 8), 12=-701(LC 8) FORCES. (to) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-20=173/524, 2-2-541/161, 2-3=277176, 3-4=1669/801, 4.5=-1510/850, 6.6=1050/839,6-7=959/876,7-8=-959/877,8-9=-1051/840, 9.10=-1654/1368, 10-11=1816/1271, 11-12=-789/583 BOT CHORD 2-21=-313/157, 2.17=-616/1716, 2-16=484/1555, 15-16=648/1300, 14.15=-712/1156, 13-14=-712/1156, 12.13=-1059/1582 WEBS 7-15=-572/694, 9-15=533/552, 9-13=-326/426, 10-13=0/270, 6-15=513/471, 5-16=1421374.4-16=01287 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Ops1; BCDL=3.OpsF h=29ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCPI=0.18; MWFRS (diremona0; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 par bottom chord live load nonconcurtent with any other live loads. 5) • This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chard and any other members. 6) Bearing at joint(s) 2,12 considers parallel to grain value using ANSI/TPI i 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 103311b uplift at joint 2 and 701 Ib uplift at joint 12. 8) "Semi-rigidlpitchbreaks Including heels" Member and fixity model was used in the analysis and design of this truss, ,,111111111111'r Pel, S.Mfit ,, G N 6F 9CiP'Z RR No 53681 �9'✓ STATE PF :��/� RR c�0R;Op s�ONA� 1E1.�`�` FL Cert. 6634 November 17,2014 AWARgIA �Yedry0ealan Nnmemn avdaFAOfA]FSGXTMSAMJ IMiLfllD Xt1FXAFFFRFMEMGEXfI.1413 my r/t9/201180at aE Design valid for use only Win ANTek connectors. this design as based one, upon parameters shown and is for on indrMud bulWing component. ��- Applicclurty of design parameters and proper Incorporation of component Is responslbllity or buldlog designer - not buss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stabllify during conirucllon is the responsibility of the MiTek' cooler. 'Additional permanent bracing of the overall structure Is the responsloiity of the bulking designer, For general guidance regarding quality control storage.delivery, erection and bracNSg. consult ANSI/rPll Quality CC2riteria.DBB-89 and BMI Building Component 69" Parke East Blvd. 5lya/brkotlon Il50utherrl V19tra5Pjlalmbei 1s�elfied, the desgn Lee treat. choke elHeelive D6JOl/fo13bYAISC Tampa, FL 338104115 7.00 F12 I 44 II Scale=1.46.7 LOADING(psQ SPACING- 2-0-0 CSI. DEFL. In floc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 van(LL) -0.11 12-14 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 SC OAS Ved(TL) -0.2412-14 >999 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.42 Hom(TL) 0.03 9 me n/e BCDL 10.0 Code FBC2010RP12007 (Matrix-M) Weight 1111b FT=0% LUMBER- BRACING - TOP CHORD ,2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-4 or, puffins, BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigld ceiling directly applied or 6-8-9 or, bracing. 9-11: 2x6 SP No.2 MTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 I be installed during truss erection, in accordance with Stabilizer WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=1135/0-8-0, 9=955/Mechanical Max Horz 2=432(LC 7) Max Upltft2=-1012(LC 8), 9=-699(LC 8) Max Grev 2=1159(LC 13), 9=973(LC 14) FORCES. (Ib)-Max.Comp./Max. Ten. -All forces 250(I1s) or less except when shown. TOP CHORD 2-3=-1395/997, 3-4=-1271/1046, 4-5=-1182/1077, 5-6=-1121/1070, 6-7=-120511039, 7-8=-1295/1011, 8-9=-1260/885 BOT CHORD 2-14=-692/1374, 14-21=-303/872, 13-21-303/872. 12-13=-303/872, 11-12=-689/1082, 10-11=709/1102, 9-10=864/1082 WEBS 3-14=421/452, 5-14=-379/636, 5-12=399/582, 7.12=385/436 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wlnd: ASCE 7-10; Vult=170mph (3-sewnd gust) Vasd-132mph; TCDL=9.Opst BCDL=3.0pst h=29ft; B-45ft; L-24ft: save=4ft; Cal. II; Exp D; Encl., GCpl=0,18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 pat bottom chord live load nonwncunentwhh any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL - 10.0psf. 6) Refer to girder(s) for truss to truss connections, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10121b uplift atjolnt 2 and 6991b uplift at joint 9. 8) "Semi-rigidyitchbreaks including heals" Member end fufly model was used in the analysis and design of this truss. ♦♦♦��� E NSF No 53681 STATE OF : �1♦ •A: O R 1 O P,: N% S��� E�C?%. FL Cert. 6634 November 17,2014 A NA04017 Jrtdelgn Nnmepn..JeF/Dfq]FSGX7M1TSAA9 tM1V0FD NtRXafFFflF.1'SM4FNfl-Ml3 rer. I/t9fEJ1/NF69FIAE ■ Design valid for use any with Walk connectors. Pts design is acted only upon parameters shown. and is foran individual building component. Applicability of design parameters and properincomomlion of component Is responsiDity of building designer -not tress designer. Bracing shown Is for latekal support of lncMdual web members only. Additional temporary bracing to Insure stablllty during construction is the responslbBlity, of the MTek' erector. Addltlonal permanent bracingera of the overall structure Is the responsibility of the bulld[ng designer, For general guidance regarding fabrication, quality control, storage, dellvery, erection and bracing, consult ANSONI Quality Cdierla,DSB-89 and BCSI Building Component 6904 Parka Eaat Blvd. B S lnlp an'Iin qvo' ble from Jess Plate lntilule. 781 N. Lee beet, Suite 312. Alexandria. VA 14 Tempe,FL336104115 IlSouthem Prue SP�alumbermspecdies , thedesumvia sres atethaseeHeUire 06112 0 /2U13byAt5C Job Tri TNss Type 0ty ply Newman Res. .27845 6635234 "A Common 1 1 ere ti a East Coast Truss,' Fad Pierce, FL. 34946 7.530 a Jul 244 &5.13 5-0 3 5-1.4 44 II 7.0D 12 Mon Nov 17 4x4 so 7-1-4 14.0-14 i 21-0.0 T-1-4 8-11.10 74b2 Scale - 1:46.0 Plate Offsets fX Y1- 12,0-2-9 Edoel 12,D-0-0 0-1-51 I4.0-2-0 Etloel 1WEdae 0-0-01 LOADING(psf) SPACING- 2-0-0 CST. DEFL. In (Too) War Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Ven(LL) -0.12 1D-12 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.50 Ven(TL) -0.24 10-12 >999 180 BCLL 0.0 ' Rep Stress Inv YES WS 0.43 Hoa(TL) 0.05 9 Na Na BCDL 10.0 Code FBC20101TPI2007 (Matrix-M) Weight: 1081b FT-i LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE I Left: 2x4 SP No.3 SLIDER I Right 2x4 SP No.3 1-6-0 REACTIONS. (lb/size) 2=1140/0-8-0, 9=950/0-3-0 Max Horz 2=432(LC 7) Max Uplift2=-1017(LC 8). 9=694(LC 8) Max Grant 2=1160(LC 13), 9=967(LC 14) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-2 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-8-0 oc bracing. rMiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer FORCES. (lb) - Max. Comp./Max, Ten. - All forces 250 (Ib) or less except when shown, TOP CHORD 2-3--1403/1007,3-4=-1274/1066,4-5=-1185/1087,5-6=-1139/1091, 6-7=-122/1060, 7-8-1350/1031, 8-9=-574/144 BOT CHORD 2-12=700/1376, 12-20=-310/875, 11-20=310/875, 10-11=310/875, 9-10=719/1100 WEBS 3-12=-420/452, 5-12=382/636, 5-10=-018/600, 7-10=402/466 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-M Vult=170mph (3-second gust) Vesd=132mph; TCDL=9.Opsf,, BCDL=3.0psf•, h=29ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpl-0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1017 lb uplift at Joint 2 and 6941b uplift at joint 9. 7) "Semi-rigld pitchbreeks Including heels" Member end fixity model was used In the analysis and design of this truss. pWunrpr� y�C E N No 53681 TA /I�ti �ONAX-E�.�` rrrrrrml0` FL Cert. 6634 November 17,2014 AMARMM1G-yMrydesipn p+nmeRn,asel AerFscx7fi(rAIA rraw£D nllf%afrLAEMFMe£nll-Mrs m%ut9/:at49pp.9Eu5E Ocean valid for use only with War connectors. rNs design Is based any upon parameters shaven, and N for an Individual building component. �� Appllcabi5mrs ty of design paraeteand proper Incorporation of component is reecreiblliN of building designer - not truss designer. trading shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stablrity during constructlon R the responsibllllty of the erector, Additional permanent bracing of the overall structure is the responsibility of the bullding designer. For general guidance regarding WOW �BYY�B 1 Il fabrication, quality control, storage, delivery, erection and bracing, consult ANSV71`11 County Walla, ell and BCSI Bullding Component 5plaly lnlorm Ipn va able M1nm Trruss Plate Institute, 781 N. Lee Sreal, We 312, AI anode. VA p 14. I15oulhem me�5 Lumber isspecified,the design valvuesareth�se efective 06/ 0 /20136i 69M Parke East Blvd. Tempe, FL 3391"115 4x4 = 7.Oo 12 48 = 21 6 Scale-1:42.5 l 2 10 1 14 13 12 11 3x4 4x4 = 3 e II 3x8 = 3x4 = 4x4 11 3x4 = 3x4 9.0.0 12.8.0 19. 9-0.0 s. 6.8.0 2- � Plate Offsets fX Y1 l2'0 2 9 Edgel 12'0-0.0 0.1 51 16.0-5-8 0-2-01 19'0-5-4 0A-31 I LOADING(pst) TCLL 20.0 SPACING- 2-0-0 Plates Increase 1.25 CSI. TC 0.81 DEFL. Ven(LL) In (loc) -0.12 14-20 I/dell >999 Ud 240 PLATES GRIP MT20 244/190 TCDL 15.0 Lumberincrease 1.25 BC 0.66 Verl -0.3014-20 >845 180 BCLL 0.0 • BCDL 10.0 Rep Stress Incr YES Code FBC2010/rP12007 INS 0.22 (Mat(ix-M) Hoiz(TL) 0.04 9 me me Weight: 118 lb FT-0% LUMBER- ' TOP CHORD 2x4 SP No,2 BOT CHORD 2x4 SP No.2 'Except* 9.11: 2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-3 oc purlins. BOT CHORD Rigid telling directly applied or 6-6.6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer installation ouldit. REACTIONS., (lb/size) 9=955/Mechanical, 2=1135/0-8-0 Max Holz 2=370(LC 7) Max Upllft9=-697(LC 8), 2=-1014(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD' 2-3=-1393/1029,3-4=-1121/860,4-5=-1039/891, 5-21=-901/876, 6-21--901/876, 6-7=-1103/917, 7-8=1293/1043,8-9=-1285/924 BOT CHORD I 2-14=-730/1296, 13-14=.428/888, 12-13=-428/888, 11-12=-735/1095, 10-11=75311107, 9-10=-735/1095 WEBS 3-14=-393/372,5-14=-136/308, 6-12=-1981282, 7-12=-360/375 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vufi=170mph (3-second gust) Vasd=132mph; TCDL=9,Ops1; BCDL=3.Opsf; h=29ft; B=45ft; L=24ft; eave=4ft; Cat. It; Exp D; Encl., GCpi=0.18; MWFRS (directlona0; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center, 5) This truss has been designed for a 10.0 pelf bottom chard live load nonconcument with any other live loads. 6) • This trusslInas been designed for a live lead of 20.Opsf on the bottom chord In ail areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 697 lb uplift at Joint 9 and 1014 lb uplift at Joint 2. 9) "Semi-rigid;pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. NSF.•ni� '. No 536811 STATE /OF .44t` i C? S'llNAI FL Cert. 6634 November 17,2014 ®WARM,In Yedrl;rntryr paramomn enJflFA6 AD9ESDHIMS,1rA fM1VOBa HfmNRFiFRFM£MGEHII.1413 nrr. I)F9(IOIdtYfdN'.IAM. ■ Design void for use only with full connectors. This design N based only upon parameters shown and Is for an individual building component. �® Applicability of design Parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral mppod of individual web members onry. Additional temporary bracing to insure stability duIng construction is the responsibllydy of Mew keditional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding ign quality erection and bracing, consult ANSI/TPII Quality CCrilli DSB-89 and BCSI Building Component 69o4 Parke East Blvd. $fnabr gcontral,storage,delivery. y IfSMlltllC(mllaPine 1SP�obhuniiM iSnaecifi ;tithe despseXues a rehth36i eiitee0're 05J41/2013by AlSC Tampa, FL 3961P4115 0 ob Truss Truss Type Or' Ply Nawmen aes. Tfi635238 1' 21e45 I. Hip Girder 1 1 a East Coast TrustFop Parcq FL. 34945 rase6aurrrtu."...a.moamunn,-....... —. I --,=v., ID:kFeScOSnikjkiippr4COYcyJJjG-YTAS2fvMTZdSeueS5kIUESYdRGBmFgDhdz iOzylLdN -2-0.4 1 40o 7-a0 { 1a1PD 1 1&M I 17.8-0 1 1:—o I 21 O 2-0-4 400 300 331a0 3100 3a0 14Y0 24}0 Scale-1:41.8 4xB cc ix4 11 4xB cc 22 23 24 3x4 It LOADING(psf) SPACING- 2-0-0 C51. DEFL. In (lac) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.84 Ved(LL) 0.21 14-15 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.82 Vert(TL)-0,2114-15 >999 180 SCLL 0.0 • Rep Stress Incr NO WB 0.42 Hom(TL) 0.07 9 me n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 122 lb FT-0% LUMBER. 1 BRACING - TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 3-1-12 oc purling. 1-4: 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied or 4436 oc bracing. BOT CHORD 2x4 SP N0.2 *Except' MTek recommends that Stabilizers and required cross Ima ging2-13: 2x4 SP No.1, 9-11: 2xe SP No.2 he installed during truss eregion, In accordance with Stabilizer WEBS 2x4 SP No.3 mme WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 9-1828/Mechanical, 2=1869/0-8.0 Max Horz 2=300(LC 24) Max Uplift9=1696(LC 8), 2--1919(LC 8) Max Grate 9=2030(LC 30), 2=2146(LC 29) FORCES. fib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD' 2-3=-3172/2626, 3-4=-3023/2620, 4.22--2815/2632, 5-22=-2815/2632, 5-23=-2815/2632, 23-24=-2815/2632, 6-24=.2815/2632, 6-7=2708/2476, 7-8=-2818/2510, 8-9=-2757/2372 BOT CHORD 2.15=-2073/2785, 15-25=-2049/2725, 14-25=2049/2725, 13-14=-1875/2308, 13-26=-1875/2308, 12-26=1875/2308, 12-27=-1992/2363, 27-28=1992/2363, 11-28=-1992/2363,10-11-2021/2392, 9-10=1992/2363 , NELiSrfq�� WEBS 4-15=-459/826, 4-14=-439/431, SA4=-6421797, 6-14=6951876. 6-12=435/488, % / 3-15=-358/363, 7-12=-2861326 ♦♦♦ �P` ,........ M.F• NOTES- ♦♦♦♦�\G•.4� C E 1) Unbalanced roof live loads have been considered for this design. N 0 53681 ,�•• 2) Wind: ASCE 7.10: Vul1=170mph (3-second gust) Vasd=132mph; TCDL=9.Opst, BCDL=3.OpsY h=29ft; B=450; L=24ft; eave=4ft; Cat. II; * : : * = Eats D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 , plate grip DOL=1.60 3) Provide adequate drainage to prevent water podding. 4) Plates checked for a plus or minus 0 degree rotation about its center. STATE F J W 5) This truss bas been designed fore 10,0 pat bottom chord live load nonconcurenl with any other live loads. 6)' 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 cattle will �j /( / fl between the bottom chord and any other members. ��'•.; Q (i Q P •' \��♦ 7) Refer to truss to truss 8) Provide mechanical rconnection connections. (by others) of truss to bearing plate capable of withstanding 16961b uplift at joint 9 and 19191b uplift atjoinfit 0 N At E��♦♦♦ 9) "Semi -rigid pitchbreaks including heats" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 November 17,2014 Continued on pace 2 AWAROam 9e,i4es.ynyaram... JOd RFAD AORSCN2MSAINfM1VefDflf}FKFFrFAFMEMafMff-M>3 re. !/E9/EO[IBFFaIfrRE 0edgn valid forum only with Wek connectors. This design b based only upon parameters shown, and is foranindiNdual bulding component. Applicability of design parameters and proper Incorporation of component a responsibility of building designer - not truss designer. Bracing shown Is for lateral support of lndt,ldual web members only. Addltlonol temporary bracing to Insure stability doing constmctlon is the rosponsiblllity of the WOWerector. 'Additional permanent bracing of the overall dmctum Is the responsibility of the bulding designer. For general guidance regarding marIcotion. quality control, storage.delivery, erection antl bracing, consult ANSIp91 I pualty Cdterla, DSB.89 and BCSI Bonding Component 69N Parke East Blvd. S lea. ...Bpn g pabla tom)russ Plots, lnstitute.78114. Lee Steel. SNta 312 AlexanQtla. VA�] ld I�Soutr}sem me 5P lumberfsspecihe ,thetlevm values are Nose effective IU 0 /f013 ALSO Tampa. FL 33616d115 NOTES- 10) Hangers)'or other connection device(s) shall be provided sufficient to support concentrated load(s) 304 lb down and 3091b up at 7-0-0, 3041b down and 3091b up at 9-0.12, and 3041U down and 309 Ib up at 11-0-12, and 304lb down and 309 Ib up at 13-0-12 on tcp chord, and 704 lb down and 522 Ib up at 7-0-0, 871b dawn and 33 Ib up al 9-0-12 , 87 Ib down and 33 Ib up at 11-0-12, 871b down and 331b up at 13-0-12, 212 lb down and 331 Ib up at 15-0-12, 1451b down and 132 Ib up at 17-0-12, and 97 Ib down and 79 Ib up at 194 12, and 931b down and 58 Ib up at 20.0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pll) Vert: 1-4=-70, 4-6-70. 6-9=-70,16-19=-20 Concentrated Loads (Ib) Vert: 4=-131(F) 15=-421(F) 5=-131(F) 14=-62(F) 11=-88(F) 10=-77(F)22=-131(F)24=-131(F) 25=-62(F)26=-62(F) 27=-176(F) 28=-136(F) ®WAIfNfMYeJtrdatlyr Purvinurnn anJaGO Ml1ESeNTNlSAb9 fMY1ME0 MIIFNALf£flEMEMGEHfMIO)3 n!e IJl9/laid WYNIF.UlF. ■■■■■■ Design valid for use only with Mnek connectors. This design is based only upon parameters sham, and is for on lndlNdual building component, �• Applicability of design parameters and proper Incorporation of component B responsibility of building designer- not truss designer, Bracing shown N for lateral support of lndlvidual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiT®k' rector, Additional permanent bracing of the overall structure is the responsibllily of the building designer. For general guldonces regarding fabrication, quality Gcqontptrol.storage.delivery, erection andNbracing, consult§ ANSpe NIQuallityy CCge3toris,DSO.09 and BCSI Building Component 69N Parke East Blvd. if f5aultTCmaPine`5%Ibumbe9Kruspel[lfied ltllede131�ea Ireeiai211Ti130tC vVi Mdee tl5Ju1T101.3by ALK TemPa, FL 33610.E115 o mss I rus9 I ype Uty Newman Res. • s T6535237 27845 B09 Half Hip Iry 1 1 1 Job Reference (optional) East Coast Truss; Fart Reme, FL. 34NB 7,530 s Jul 112014 Wei, industries, Inc. Mon Nov 1709:25:062014 Paeee1 ID:kFcSoDSnikjkilppr4COYcyJJjG-UedOXIDUgS3MxtOPode3?88vLHuuYOxLCwvRnWI& ¢�1 6.z 1 { 1z-4-D i Ie.ta-o z1a-a 2-4-0 8-2-13 6.1-3 44'r0 44 = 2x4 11 Scale = 1:50.8 7.00 12 - 3x4 = 4x4 = lx4 II axe = _ 3x10 II 48 = LOADING psf) TCLL 20.0 TCDL 15b BCLL 0.0 " BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Ina YES Code FBC2010/TPI2007 CSI. TC 0.81 BC 0.88 WB 0.64 (Matf1X-M) DEFL. � In Vert(LL) -0.29 Vert(TL) -0.58 Horz(TL) 0.04 floc) Well L/d 8-9 o890 240 8-9 o441 180 8 n/a n/a PLATES GRIP MT20 2441190 Weight: 1341b FT=O% LUMBER- BRACING - TOP CHORD 12x4 SP Ni TOP CHORD Structural wood sheathing directly applied or 44-15 oc puffins, BOT CHORD, 2x4 SP Ni except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid telling directly applied or 5-5-1 oc bracing. WEDGE WEBS 1Row at mkpt 6-8 Left: 2x4 SP No.3 MTek recommence that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS., (lb/size) 8=95710-7-8, 2=1146/0-8-0 Max Hum 2=847f -C 8) Max Uplift 8=-835(LC 5), 2=-905(LC 6) Max Grav 8=1069(LC 13), 2=1243(LC 13) FORCES. (Ib)- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD ' 2-3=1502/778, 3-4=1008/539, 4-5=906/589, 5-6=-820/632 BOT CHORD 2-11=-112811352, 10-11=-1128/1352, 91128/1352, 9-15=-437/522, 15-11 8-16=-437/522 WEBS 3-9=629/582, 6-9=-387/590, 6-8=-954/821 ' NOTES.) Unbalanced roof live loatls have been considered for this design. ,����� L tS1j�e�'�1 2) Wnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9,Opsf BCDL=3.Opsf; h=29ft; B=45ft; L=24ft; eave=4ft; ,�� �Qv . Cat. II; Exp1D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left exposed; Lumber �� NO ,•', ........ E N S •C� �� DOL=1.60 plate grip DOL=1.60 `����' �. lC• Qv 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about Ns center. No 53681 5) This truss has been designed fora 10.0 psf bottom chord live load noncencument with any other live loads. 6) "This trussihas been designedfora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 7 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Providemechanical connection (by others) of truss to bearing plate capable of withstanding 8351b uplift at joint 8 and 9051b uplift '• STATE �O F at Joint 8) "Seml-rigid'pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. i�,,�'.•A, iA, FL Cert. 6634 November 17.2014 ®WMNfAp-Wiff, d-ca 1-1a Ra..dRAD At7£SDN7Nr5W 1=0£0 MIUKREFEREM£A1i rer. l(t9,,201130.9EU5e Design valid for use only with Mgek connectors. This design Is based only upon parameters shown. and is for an Individual building component. Q• Applicability of design Parameters and proper incorporation of component is responsibility of building designer- not truss designer, trading shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslCilllty of the MTek' erector, Additional partnonenl bracing of the ovemll structure Is the responsiblllty of the building designer. For general guidance regard no fabrication, quality storage, delivery, erection and bra�ciingg, consult AN91AP11 Count Culture, DSB-09 and Dust Building Component 69N Parke East Blvd. Safety qcontrol, lnlormalign 1 ablehom Tsss PIOIQ Ign�tittheCddilgily u¢t meltd73meelffEcGv@O6/01�20136 ALSO 115outheM 77Nrn �}Iumberlsspaciis y Temp., FL 33610-4116 Jab Truss Truss Type Oly Ply Newman Rea. s . T6635238 27845 Bto Half Hlp 1 1 ReferenceJob East cadet Truss, Fan Pierce, FL. 34946 LOADING (ps1) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 20 SP No.3 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010rrP12007 REACTIONS. (Ib/slze) 8=95710-7-8.2=114610-8-0 Max Hom 2=741(LC 8) Max Uplifl8=867(LC 5), 2=939(LC 8) Max Graft 8=957(LC 1), 2=1206(LC 13) 5-1-3 5-7-12 5.7-12 4x0 = = zoo 1z 3x4 5 16 6 Scale=1:41.9 2x4 II CSI. DEFL. in (lac) War L/d PLATES GRIP TC 0.81 VerIL-) 0.10 11-12 -999 240 MT20 2441190 BC 0.49 Vert(TL) -0.12 11-12 >999 180 WB 0.37 Hom(TL) 0.04 8 Na n/a (Matrix-M) Weight: 135 Is FT=0 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-11 oc purllns, except end verticals. BOT CHORD Rigid calling directly applied or 5-4-1 cc bracing. WEBS 1Row at midpt 5-9,6-8 MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer stallaticn guide. FORCES. (to) -Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD ' 2-3--1472/837,3-4=-1064/699,4-5=-982I730,5-16=-667/593,6-16=-667/593 BOT CHORD 2-12=-1 095/1310,11-12=-1095/1310, 10-11=744/887, 9-10=-7441887, 8-9=-593/667 WEBS 3-11=-510/421,5-11=-208/389,5-9=329/279, 6-9=164/394, 6-8=-999/887 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vesd=132mph; TCDL=9.Opsh BCDL=3.Opsf; h=29ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl{, GCPI=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; Lumber OOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This truss has been designed fore 10.0 Pat bottom chord live load nonconcumord with any other live loads. 6)'This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas whew 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 8671b uplift at Joint 8 and 939 Is uplift at Joint 2. 8) "Semi -rigid pitchbreaks Including heels" Member antl fixity model was used In the analysis and design of this truss. ,�P�L iS l ry 111 Jp No 53681 .11• :9 STATE PF FL Cert. 6634 November 17,2014 AMRSGNTIas=RACLUDED NlrfIfFLFFN£MEMGCNff-1473 na r/!9/201dari69rn1E Design valid for use ont/wfth Wok connected. This design is based any upon parameters shown, and Is foran individual building component. �� Applicability of design parameters and proper Incorporation of component a responsibility of building designer- not truss designer. Bracing shown Is forlateral support of lnd'mldual web members only. Additional temporary bracing to Insure stability during construction is the responselllity, of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsiblNty of the building designer. For general guidance regarding fabrication, quality control,storage, delivery, erection and bracing, consult ANSI/IYII Quarry criteria,aSB-09 and SCSI Building Component SON Parka East Blvd. 5 terylntormallgn q obiafromjd,uPlaleN tiNteJ91N.Lee Street.Suite312,AI nQtla. Vq 2Y{Id I�Soathem Ptne15P� lumber isspeNiesia thedesynvolues are chase a a,Lre 06/01/2013by ALSC Tdmpd,FL366fe4115 Job Truss Truss Type Otis Ply Newman Res. f . T6635239 27665 B11 Half Hlp 1 1 f e East coast Truss; Fad planes, FL. U946 91 LOADING (pi TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL toll LUMBER - TOP CHORD '2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 6-7-12 Basle=1:41.2 41 3x8 = 3x4 = 3.4 It 7.00 12 0 SPACING- 2-0-0 CSI. DEFL. In (Joe) I/dell Ud PLATES GRIP Plates Increase 1,25 TC 0.81 Vert(LL) 0.10 10-12 s,999 240 MT20 244/190 Lumber Increase 1.25 BC 0.58 Vert(TL) .0.21 12-15 -999 180 Rep Stress Incr YES WS 0.43 Hom(TL) -0.05 9 file n/a Code FBC20IMP12007 (Matrix-M) Weight; 123 lb FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4.7-11 oc purlins, except end verticals. BOT CHORD Rigid calling directly applled or 5-5-7 oc bracing. WEBS 1Raw at midpt 6-12.6-9 Mill recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer installation guide. REACTIONS., (lb/size) 9=95710-7-8. 2=1 146/0-8-0 Max Horz 2=587(LC 7) Max Upliftg=-920(LC 6), 2=-1008(LC 8) Max Grav 9=957(LC 1).2-1179(LC 13) FORCES. (Ile) - Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 2-3=1431/1009,3-4=-1189/870,4-5=-1122/901, 5-16=-989/883,6-16=-989/883 BOT CHORD I 2-12=-1159/1344, 11-12--997/949, 10-11=997/949, 9-10=-997/949 WEBS 3-12=-325/303, 5-12=-67/307, 6-10=01271, 6-9=-114711103 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-170mph (3-second gust) Vesd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=29ft; B=45ft; L=24ft; eeve=4ft; Cat. 11; Exp D; Encl., GCPI=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 3) Provide ail quate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 6)' This twas has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom chard and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 920 lb uplift at joint 9 and 10081la uplift at Joint 2. 8) "Semi -rigid pltchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. No 53681 !: _r :*- w 9� STATE Oti :�LU F<OR1eOPGN % s'ONA"0% % FL Cert. 6634 November 17,2014 ®WMNfM Ve,er dnlgn,.ve ed fnEeGO MMSeNTYI /Mclaus NfmKltffEREME FN6EMi M73,nr, t/M/]0[O@fFCXEllSE ■■■ Design valid for use only with MiTek connectors. This design B based only upon parameters shown, and is for an Individual building component. �' ApplicablParameter and of design Paraand .per Incorporation of component Is responsibility of building desgner -not truss designer. Brocing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilpty of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding quality control, storage, delivery, direction and brocinyg, consult ANSII/TPl1 Quality CCrIlerlo, DSB-09 and SCSI Buil ing Component 69M Parke East Blvd. yfabrication, !i 5o�ihem ppaia75p1 14. lumber iipeci71ieC,Itthe detsiga wlLeSarC tls3 Eltter ive 06/Q /20336yA1SC Tampa, FL 3J61o<115 Job , Truss TNss Type Dty Ply Newman Ree. T8835340 27845 B12 Rour Special 1 7 b R.fe ce a Fast coast Tons, Fod Pleme, FL. 3I946 T.pr4CO1JJI -y2sb inxFmUa, Inc. Mon HBr4Aov 17 B:TD0Se14 Page ID:kFCSLD6nikikiippr4C0YcyJJIG-y2sbngxFmU79VLN 1 msHBr4A97TDOSC WdJx9ydyILCN 2dd Bd-0 30-0 3-0-0 1Pe IN &3-0 44 = 4x4 = 44 II Scale -1A2.7 B-0-D 1330 1&4-0 I 21-7-8 I a.4.n 7d 1-60 &3B Plate Offsets (X Y)- 12 D-2-9 Edae1 12,0-" 0.1.91 1710.5-4 0.2-41 19 0-2-8 D-3-01 LOADING(psf) SPACING. 2-0.0 CSI. OEFL. in (lac) I/tle11 L/tl PLATES GRIP TCLL 20.0 Plates Increase 1.26 TC 0.81 Ven(LL) 0.1111-13 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.53 Ven(TL) -0.2211-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES We 0.38 H2((TL) 0.05 9 Was n1a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 131 lb FT-0% LUMBER- BRACING - TOP CHORD 4x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-4 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP Ne.3 BOT CHORD Rigid ceiling directly applied or 5-7-8 oc bracing. WEDGE WEBS 1Row at midpl 7-9 Left: 2x4 SP No.3 MITek recommends that Stabilizers and required grass bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 9=957/0-7-8, 2=1146/O-B-0 Max Horz 2=529(LC 8) Max Uplift 9=-836(LC 5), 2=989(1_C 8) Max Gray 9=957(LC 1). 2=1163(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD ' 2.3=.1379/930,3-17=-11111886, 4.17=-1111/886, 4.18=.1213/984, 5.18=.1213/984, 5-6=-1385/1142, 6-7--1310/1135, 8-9=-2121282 BOT CHORD 2-13=.883/1121, 12-13=-1115/1287, 11-12=1115/1287, 10-11=-B48/1041, 9-10=.912/1100 WEBS 3-13=-219/386,5-11=-723/662,6-11=-790/920, 6-10=364/370, 7-10=292/389, 7-9=1267/1043, 4.13=-298/337 1111111111111i. NOTES- .1' .�5.,,: ✓/,9 • 1) Unbalanced root live loads have been considered for this design. `�� �G , , G E ••, 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL-9.0ps1; BCDL-3.Opsf; h-29ft; B=45ft; L=24ft; eave=4ft; Cat. Il; lC �L Exp D; Encl., GCpi=0.18; MWFRS (directional): cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip D0 N 0 53681 �• �(* *. a 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about Its center. = - 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.�' 6) , This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will [[ y o� '✓ �/� fit between bottom STATE (� F : /- <(y •� the chord and any other members. ��� A 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6361b uplift at joint 9 and 9891b uplift at ANN / P .' �� 00'� 0 1O,.•�\,�� joint 2. 8) "Semi -rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss... R tS,q ......... �111111I1111111 FL Cert. 6634 November 17,2014 AWAxSytA VeAtQergn NnmeQn aeQIIF/e fAR56NTMSAhO fMlaelD NflFKRFFFflEA'.FaWGENff-197i ree I/!9/FQII6tFOiFUSE Design valid for use only with Mffek connectors. This design B based only upon parameters shown, and is for an Individual bulking component. Aprelicabirty of design parameters and proper Incorporation of component Is responsbifty of building designer- not twos designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stcbllity during construction is the responsibility of the erector. Addiflonal permanent bracing of the overas b f structure Is the responitty of the building designee For general guidance regarding MiTek' fabrication. query, control, storage, delivery, erection and bracing. consult ANSIpPII gunny Criteria, OSB-39 and SCSI Building Component 3let lnlorm Ion q a'abis homJNss PIalWN tiNteJ8l N. tea treet.5uite Jl2, Ale onQtla,V Id. I�Sosstlsem ina 5P I umberisspeciies), thedesiplvauesaiethoseef�ecbve0 01/2013by ALSC 69N Parke Fssl Bind. Tampa, FL3361"115 44 11 3x8 = Scale=1:42.7 P LOADING(psO TCLL 20.0 TCOL 15.0 BCLL 0.0 • BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.81 BC 0.60 WB 0.64 (Matrix-M) DEFL. in (too) Well L/d Ved(LL) 0.19 12-13 >999 240 Vert(TL) -0.29 12-13 >880 180 HDrz(TL) 0.06 9 file n/a PLATES GRIP MT20 2441190 Weight: 121 lb FT-0% LUMBER- BRACING - TOP CHORD 1 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-1 oc puffins, except BOT CHORD' 2x4 SP No.2 end verticals. WEBS , 2x4 SP No.3 BOT CHORD Rigid tailing directly applied or 5-1-5 of bracing. WEDGE MiTek recommends that Stabilizers and required press bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS., (lb/size) 9=957/0-7-8, 2=1146/0-8-0 I Max Horz 2=423(LC 8) Max Uplfft9=-715(LC 8), 2=-1006(LC 8) FORCES. flat - Max. Comp./Max. Ten, -All forces 250 lb) or less except when shown. TOP CHORD' 2-3=-1431/931, 3.17=-1181/873,4-17=-1181/873, 4-5=-1839/1356, 5-6=2231/1719, ' 6-7=-1408/1108 BOT CHORD 2-13=-860/1194, 12-13=-1310/1703, 11-12=-747/1018, 10-11=-747/1018, 9-10=-865/1172 WEBS 3-13=-274/493,5-12=-1284/1056,6-12=-1187/1589,6A0=-232/333, 7-9=-1381/1017, 4-13=-666/581 NOTES- 1) Unbalanced roof live loads have been considered 2) Wind: ASCE 7.10; Vult=170mph (3-secondgust) Vasd=il 2mph; TCDL=9.Opsf, BCDL=3.Opsr, h=29ft; B=45ft; L=241t; eave=4ft; Cat. 11; M,y Exp D; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; and vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 ,. • 1/ 3) Provide adequate drainage to prevent water pending. ♦J�G,•�GENS'• ♦♦ �.' �' F• ~' 4) Plates checked for a plus or minus 0 degree rotation about its center. S Thfs truss as been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads, 6)*This truss has been designed fora 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 N 0 53681 �• i * n .. fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of initiate bearing plate capable of withstanding 715Ib uplift silent 9 and 1006 lb uplift at . 'D ; (� :�'✓ Joint 2. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. STATE OF • 1- ,,61 `�,♦ .4Sp NAB 0% FL Cert. 6634 November 17,2014 QWARNIMi Wnifrdeagr, potamnGn rind NFAD MTFSGNairSAlA)rQIMEn Nt}EXftEhSflEfFF MGG N11-1473mr. 1/251201dafrefeM Design volld for use only with MITek corm..tors. This design is based only upon parameters shown. and is for an Individual building component. ��• Appliaablliry of design parameters and proper Incorporation of component a responsibility of building designer- not truss designer. Bracing shaven Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslbllliN of the MiT®k' erector. Additional permanent bracing of the overall structure is the responsibility of the bullding designer. For general gJo.nce regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSIpPIl Quarty C22Morlo, D5B aY and BC5l Building Component 60M Parke East eNd 5 fety lnformotlan gvapabla homjruss Pla)q lnstiNta, 7Bsligae Sues ale Suite li5au era Puce 5P Ium er rsspeCdled.NCtlesr ssal offa[live 091011/2023 try ASSC Tampa, FL 33610.4116 Scale = 1:42.7 4x4 = 418 = 4x8 — 3x4 = 4x4 = 2x4 II 4x8 = Too 12 3 4 B B jI y jjj 22 2 Id 1 17 24 25 to 28 15 14 13 12 11 10 5x5 = 1x4 11 3x4 = 3x4 = 4x4 4x8 = 3xd = Iva II 5x5 = 2 40 8 PO g &0 IN0_0 1&2.0 I 1&4A 21-7-8 1 1 2.40 3-60 ( SIND d-2-0 4.2-0 2-38 Plate Offsets (X VI 13135 8 0-2 Ol 17'0 5 8 0-2 01 IB'0.5 4 0 2 Ol I10'0-2-8 0-3-01 LOADING (ps1 SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.93 Ved(LL) 0.33 15 >788 240 MT20 2441190 TCDL 15 .0 Lumber Increase 1.25 BC 0A2 Vert(TL) -0.39 15 >668 180 BCLL 0�0 • Rep Stress lncr NO We 0.93 Hom(TL) 0.07 10 n/a ma BCOL 1010 Code FBC2010rrP12007 (Matrix-M) Weight: 126 lb FT-0% LUMBER- SPACING. TOP CHORD 1 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 3-1-15 oc purlins, except BOT CHORD' 2x4 SP No.2 end verticals. WEBS 2x4 SP No,3 BOT CHORD Rigid calling directly applied or 3-9-7 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be Installed during truss erection, In accordance with Stabilizer Ir to ration guide, REACTIONS., (lb/size) 10=948/0-7-8, 2=1059/0-8-0 Max Hoe 2=368(LC 7) Max Uplift 10=-730(LC 8), 2=-110l(LC 8) Max Grav 10=948(LC 1). 2=1296(LC 36) FORCES. (lb) - Max. CompAMax. Tan. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=160111001, 3-21=-2696/2093, 21-22=-2696/2093, 4-22=-2696/2093, 4-23=-3131/2469, 5-23=-3131/2469,5-6=1372/1127,6-7--1155/1084,7-8=-1291/1049 BOT CHORD 2-17=-957/1460, 17-24=-954/1468, 24-25=-95411468, 16-25=-954/1468, 16-26=-1983/2830,15-26=-1983/2830,14-15=-2379/3279,13-14=2379/3279, 1 12-13=-673/1095,11-12=839/1145, 10-11=-834/1149 WEBS 3-17=-180/395,3-16=-1366/1584,4-16=-552/510,4-15=-794/760, 5-15=-266/379, 5-13=-2199/1750, 6-13=-3481560, 7-13=-314/494, 8-10=•1412/1094 P L'S 4f NOTES- 1) Unbalanced roof live loads have been considered for this design. ,`; \G •'•\ C E N *• 2) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=9,OpsY BCDL=3.Ops1; If B=45ft; L=24ft; eave=4ft; Cat. II; DOL=1.60 ,� �,� V tC•••, !1 "5• Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end veNcal left and right exposed; Lumber No 53681 �'•' plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about Its center. C ;• 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. "0 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 tail by 2-0-0 wide will 9'. STATE F .41 fit betweenithe bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 7301b uplift at Joint 10 and 1101 Ib uplift at /0 • Ii�'n� A, < 0 R 1 Q P • \�•:�, Joint 2. 8) "Semi-rlgidl Itch breaks Including heels" Member end fixity model was used in the analysis and design of this truss. 67 l to sp p , q�4f011 A„ 9) providedort concentratedand up at 160 Is d, shall4-1 ind on 13711b ����� and 217 bwn 2-11912. and 167 Ile down aother up at i-p12, dd167 to down and137 lb up at top chordown and 116 IIS up at 2-4-0, 87 Its down and 32 lb up at 2-11.12, and 271b down and 3611a up at 4-11-12, and 27 lb down and 361b up at 6-11.12 on bottom chard. The design/selection of such connection device(s) Is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). FL Cert. 66.34 LOAD CASE'S) Standard November 17,2014 Continued on a e 2 ®WxcWM] Yar+rra°r'`A•param,mn uaJ AFit➢M!]FYGNTNre ANa,MINDED Nf]flrAFFER£M1'.F'{fa6CNn-M/3,un l/M1MI0&`FopEaSE ■ Design valid for use only with Maek connecters. This design is based only upon parameters shovm, and is for an individual building component. AppllcaLlllty of design parameters and proper Incorporation at component b responsiblity, of building dedgner- not truss designer. Bracing shown ■ Is for lateral support of Individual web members only, Additional temporary bmcing to Insure dabllt during consiruclion is the responsibility of the erector. IAdditlonol permanent bmcing of the ovem0 structure is the responsibility of the building designer. far general guidance regarding MiTek' fabrication, quality control, storage, delivery, erection and bracing. consult ANSVTPI1 Quality Criteria, DSB.89 and BCSI Building Component Safety lnformatian avaggbie 7omjmss Piale ln{titute,781.N. Lea jheeh Suit. 312, Aig;an4� ��,-a, Se 69M Parke Fast Blvd. Tampe,FL33610Q4115 LOAD CASE(S) Standard 1) Dead + Roof . Live (balanced): Lumber Increase=1.25, Plate Increases1.25 Uniform Loads (pity Vert; 1-3=70, 3-5=-70, 6-6=-70, 6-7--70, 7-8=-70, 8-9=70, 10AB=20 Concentrated Loads (to) Verti 17-55(F)21=47(F)22=0(F)23=0(F)24=15(F) 25=-10(F)26=-10(F) QNMMAG.YCRfFSatF/n Fanma¢n&a iFUDb MMGM MSAND 1AQWID ZtBy20Jd8Um EUSE Daslgnvalid for use crdyAdh MTekconneclors.Thb design is based cry upon paramelersshovm, and is for an lnlNdualbu0ding component. ��• Applicabliity of design parameters and properincoipmatlon of component Is responsiblity, of building designer - not truss designer, Bracing shown Is for oferal supped of indlNdual wcb member, only. Addltional temporary bracing to Insure stabillty during construction is the resiodmibMity of the WOWerector. 'Additional permanent bracing of the overall simoture Is the responsibility of the bulls Ing designer. For general guidance regarding fabdcatiom quality control, storage, delivery, erection and bracing. consvlt ANSUTPII quality Citadel DSB-89 and BUI Building Component 690E Parke Fast Blvd. Solely] QVA/02ig�}tO Itsou lumberisspecWthedesiCnvueiarethoefecuve g136YAf5C Tmae, FL 336fd155 Job Truss Truss Type Cry Ply Newman Res. T6635243 2TB45 B150 HIp Girder 1 1 bRf East Coast Truss; Fed Pierce, FL. 3494e iippr4COYcyJjGMp55mdasides5=go?an Nov 1705WC012014Page m3 10:kFCSCOSnikjkiippr4COYcyJJIG-rp55W2_IgiV5zz9o9iL70aKoC5Wc02RjEY7Am3yILdF 4-e-o s-ta-u i.4-a ,��- 4$0 5-40 4-60 2-44 413 = 44 = LOADING (per, SPACING- 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 • Rep Stress In" NO BCDL 10.0 Cade FBC2010lrP120D7 LUMBER - TOP CHORD 2x4SPNo.2 BOT CHORD 2x4SPNo.2 WEBS 12x4 SP No.3 WEDGE Left: 2x4 SP t o.3, Right: 2x4 SP N0.3 REACTIONS., (Ib/size) 4=1024/0-8-0, 1=82510-8-0 Max Hom 1=-220(LC 6) I Max UpIR4=-1195(LC 8),1=-851(LC 8) Max Glass 4=1432(LC 30). 1=1239(LC 29) Scale "1:28.8 A l� CSI. DEFL. in (lac) I/deft Ltd PLATES GRIP TC 0,93 Vert(LL) 0.10 6-8 >999 240 MT20 244/190 BC 0.81 Vert(TL) -0.18 6-8 >954 180 We 0.19 Hodz(TL) 0.05 4 n/a rate (Matrix-M) Weight: 671b FT=0 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-3 oc puffins. BOT CHORD Rigid ceiling directly applied or 5-10-13 oc bracing. recommends that Slablllzers and required "ass bracing FMiTek be Installed during truss erection, in accordance with Stabilizer FORCES, (Its) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD ' 1-2-1958/1372, 2-15=-1627/1193, 15-16=-1627/1193, 3-16=-1627/1193, 3-4=-1905/1292 BOT CHORD 1-8=906/1763, 8-17=-917/1791, 7-17=-917/1791, 6-7=-917/1791, 4-6=-889/1651 WEBS 2-8-247/619, 3-6=-2201649 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vul1=170mph (3-second gust) Vasd=132MPh; TCDL=9.Opsf; BCDL=3.Opsf, h=29ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending, 4) The solid section of the plate Is required to be placed over the splice line at Joints) 7. 5) Pistols) at johl(s) 2, 3, B. 6, 4 and 1 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 7 checked for a plus or minus 5 degree rotation about its center. 7) This truss has been designed for a 10.0 pal bottom chord live load nonconcument with any other live loads. 8) • This trussllhas been tleslgned 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 1195lb uplift at joint 4 and 851 Ib uplift at joint 1. 10) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(siar other connection device(s) shall be provided sufficient to support concentrated load(s) 217 lb down and 179 lb up at 4-6.0, 217 Ite down and 179 Its up at 6-6-12, and 217 Ib down and 1791b up at 7-9.4, and 217 Ile down and 179 Ito up at 9.10-0 on top chord, and 516Its down and 277 lb up at 4-6-0, 63 lb down and 25 lb up at 6-6-12, and 63lb down and 25 lb up at 7-9-4, and 5161b down and1277lb up at 9-9-4 on bottom chord. The design/selection of such Connection devices) Is the responsibility of others. 12) 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 N. �\cENSF 0� =� No 53681 * ' 013'.• STATE �OF � 0�,♦ FL Cert. 6634 November 17,2014 Continued an Page.2 AWA aysg-V",Ilr0otbn'..—sera andeEAOrA]ESCMTMS,VRI MF1U0ia Mf1EKRFFEREME FAGEHl4l4>J rvw 11191701[100091 Destgr lid for use only with Wed, correctors. Thus design is based only upon parameters shown and is for anlnorAdualbuildingcomponent. Applicabillty of design parameters and properhoorpic atlon of component is responsib0ity of building designer -not truss deslgner. Bracing shown Is for tetanal supped of lndlMdud web members only. Additional temporary bmcing to Insure stability all construction 8 the responsibility of the Pddlticnal permanent bracing of the overall structure Is the responsiblllN of the bulidIng designer. For general guldonce regarding fabrication, quality control, storage, carvers, erecilon and bracing. consult ANSIRPII Quality Credo, all and BCSI Building Component S laty. lnfortan$Pn liable from Trvss Plate Ipjlllula,781 N. Leaiheel, Suite 312, AIQxanQdo, VA 243�g�6yFl�C IiSautherrt rna 5P himbefisspeccfie ,thedniognvauasadettl echve ■■■ Q' Moleerector. 69N Parke East BIW. Tampa, FL 33610-4115 Job Truss Truss Type City Ply Newman Ras. s T6635243 27US B150 Hip Girder 1 1 e East Gaeal Trllss. Fan Pierre, FL"MY4a ._..-- '°";_ •" "". ID:kFcScOSnikjkiippr4COYcyJJjG-rp55W2_IgUS=go7iL7OoKCC5 W0O2R)EY7Am3ylLdG LOAD CASE(S) Standard 1) Dead ♦ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ph) Vert: 1-2=70, 2-3=-70, 3-5=70, 9-12=-20 Concentrated Loads (lb) Vert: 2=A3(F) 3=43(F) 7=-21(F) 8=-89(F) 6=89(F) 15=43(F) 16=-43(F)17-21(F) AxAfLVIM.verRF deign Riami rfa.anrAa Ag7cs GN>MtNW rlAwm NIE%BfFF.YEK2'PAGan(r-run ML V012011111 M Design valid tar use onty Win Wek connectors. We design Is based onry upon parameters shown, and is for an Individual buldmg component. Applicability of design parameters and proper Incorporation of component is responsblity of bulding designer - not truss designer, Bracing shown Is for lateral support of lndlAdual web members only. Additional temporary bracing Jo Insure stability during conslmcllon is the resprimlbllllN of the Moleerector, Additional permanent bmcing of the overall slmcture Is the responsibility of the building designer. For general guldcnce regarding fabrkation, quality control, storage, delivery. erection and aspens. consult ANSIII'll Quality Cdledo, 35B.89 and 1101 Building Component 69M Pal East Blvd. S fety lgtarra.Mn gvalable ham]mn Plate lnjtlll781N. We Sheet. Sulle312. Aleapnprio, VA�I� Y I�Sau err me 5P lumber rsspecdte ,the design values are those edettsve O6 O3 023b AISC Tampa, FL 3161"115 Job Truss Truss Type Dry Ply Newman Res. s • • T683524d 27845 c010 Hip Girder 1 1 I b Reference I f 11 East coast Tnlss,. FOn PIGhi FL. 34114ti 3-1-B 3.10.8 48 M18SHS = 4.00 F12 ,.w,. a...;11 Zvi;...... ..... ........ _... - . ID:kFcWSnikjkiippr4COYcyJJjG-J?(UkO?ObOdyb7F ZOsMYBtlsUrd7SctSCyIVylLdF 12.1" 1e-&8 19190 22-2.4 5-10.0 Si &1-B 2-44 4xB MIBSHS = Scale=1:42.2 3-1-B ] 12AM 198-8 19190 3-t-8 3.10.8 610.0 3-10.8 3.1.8 Plate Offsets (X,Y)- [2:0-2-15,0-11-3], [2:0.1-0,Edge], [4:0.5-8,0-2-0], [5:0-5-8,0-2-0], (7:0.2-15,041-3], ]7:0-1.0.Edge], [9:0-4-0,0-3-8], 110:0-4-0,0-4-8], If 1:0-2-8,0-3-81, 11Z:0-4-0 0-3-121 LOADING (psn SPACING- 2-0-0 CSI. DEFL. In (loc) I/deg Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.68 Velt(LL) 0.27 10-11 -891 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.89 Vert(TL)-0.3210-11 -736 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Infer NO WB 0.39 Horz(TL) 0.22 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 125 lb FT=0% LUMBER. BRACING. TOP CHORD, 2x4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied or 2-7-4 oc purlins. 4-5: 2x4 SP 285OF 1.8E BOT CHORD Rigid calling directly applied or 4-1-9 oc bracing. BOT CHORD 2x6 SP SS *Except* MiTek recommends that Stabilizers and required cross bracing 10-12,9-10: 2x6 SP No.2 be installed during truss erection, In accordance with Stabilizer WEBS 2x4 SP No.3 nstal tguide, WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS., (lb/size) 2=1787/0-8-0, 7=1788/0-8-0 Max Hoe 2=327(LC 7) Max Uplift2=-1874(LC 8). 7=-1875(LC 8) Max Grey 2=2128(LC 29), 7=2130(LC 30) - FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (to) or less except when shown. TOP CHORD 2.3=.5270/3774, 3-0-3880/3116, 4-19=.3343/2835, 19-20=-3343/2835, 20-21=-3343/2835, 21-22=-3343/2835, 5-22=3343/2835, 5-6=-3813/3120, 6.7=.5046/3777 BOT CHORD 2-12=-3068/4760, 11-12=-2947/4554, 11-23=2397/3555, 23-24=-2397/3555, ,,�� I I J yll 111 10-24=-2397/3555,9-10=-2879/4141, 7-9=.2995/4325 WEBS 3.12=-564/968,3-11=-11071643,4-11=-901/1313, 5.10=-902/12B3, 6-10=991/642, ��� ,ll , M,y Ili 6-9=-544/887 ,� �P •„ � �G., GE NOTES- 1) Unbalanced roof live loads have been considered for this design, No 53681 � r * 2 •; 2) Wind: ASCE 7.10; Vult=170mph (3-second gust) Vasd-132mph; TCDL=9.Opsf, BCDL=3.Opsf, h=29tt; B=45ft; L=241t; eave=4f; Cat. II; Exie D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed end vertical left and right exposed; Lumber DOL=1.60 plate grip 3) Provide adequatete drainage to prevent water pending. adequate .9% E STATF 4) All plates are MT20 plates unless otherwise Indicated. i O •, (V 5) Plates checked for a plus or minus 0 degree rotation about its center, 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. xC ��j ••• O R •' % �jl ss "' • •' 7)' This Brutal 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 ll 11 Al between te bottom chord and any other members. 8) Bearing atjohnl(s) 2, 7 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify 1��` fill capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 18741b uplift at joint 2 and 18751b uplift at joint 7. FL Cert. 6634 10) "Seml-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. November 17.2014 Continued on dace 2 ®WARNtAG Yedfr6esY.N�Nuamecn au4N[AO/NiFSGNierSA/N fMiyafil NlRirftETfNEfREfAGENIf-1413 n!r. f/d4(Ial4AV10flE1aF. ■■■ ' Design valid for use only with Maek connectors. This design is based only upon paameters shown, and is loran Individual building component. Applicability of design parameters and proper Incorporallon of component is rwinonsterity of building designer. not muss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSIpHI Quality Ctlterla.DSB-89 and BCSI Building Component 6004 Perk. East Edl Saf fyI Iorma11ton nuoble from]ruse Plate Institute]810. Lee SSmeet, Suite 312, Alexandria, VA pp223314 Tampa. FL 336104116 11a�outt G pine�5P1lumberIsspecMed,thedestgnv4luesue those effecuve06y01/2033tri Job Truss Truss Type 0ty, Ply Newman Ras. r ' T6635244 27US COIL Hip Glyder 1 1 I bRf 1 t' 11 a P 2 East Coast TMSC Fan Pierce, FL. 34946 7.53g sJu1112014 Mnek Industries, Inc. Mon Nov 1706.25.02214 age ID:kFcScOSnikjkilppr4COYcyJJjG-J7fUk070bOdyb7F ZQsMYetisUrd7SctSCIjlVy1LdF NOTES- 11) Hanger(s) or other Connection device(s) shall be provided sufficient to support concentrated loads) 287 lb down and 244 lb up at 7-0-0, 287 lb down and 244 lb up at 9-0-12. and 287 Ito down and 244 lb up at 10-9-4, and 287 Ill down and 244 lb up at 12.10-0 on top chard, and 713 Its down and 600 Ib up at 7-0.0, 100 Ib down and 98 It, up at 9-0-12 and 10016 down and 98 Ib up at 10-9-4. and 7131b down and 600 to up at 12-9-4 on bottom chord. The designiselectlon of such connection deviCo(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(§) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1.4-70, 4-5=70, 5-8=-70, 12-13=-20, 91 9-16=-20 Concentrated Loads (Ib) Verf: 4=-112(F)5=-112(F) 11=-420(F) 10=420(F)20=-112(F)21=-112(F) 23=80(F) 24=-SO(F) ®WM W-a-Afrdesip yanmettha assfam A1LSaNTiIS.VW VMtnsw —I/1VPoIvAffaflE= ■■■ Design "a [to for use any Win Wok connecicn. This design is based any upon parameters sham, and is for an lndiddual building component. Q Appllcnallty of design parameters and proper Incorporation of component b responsibility of building designer- not truss designer. Bracing shown i�i�` Is for lateral support of Individual vreb members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek' erecter. Pdditlonal permanent bracing of the overall structure Is the responsibility of the bellding designer. For general audience regarding tabdcotlon, quality control storage, delivery, erection and bra¢c�ln5g, consult ANSI/TPII QualityCCdteda, DSB.B9 and BCSI Building Component 69N Parka East Blvd. Itfsbuthens �9iia�W$lbirmbc[israsp¢4itietl llute.das ors v21LL teiel[�s3atie clHeidv2 Q6/QI/4013by ALSO Tampa, FL 33810.4116 Job Truss Truss Type Qty Ply Nexman Rea. 4 , x 27845 Cot Hip 1 T66J5245 1 ee a East CoaatTNas: Foe Pierce, FL. 34946 3 1" 1.10.0 4x4 = 4x4 = Too12 _ Scale-1:38.8 1 LOADING (psl) SPACING- 2-0-0 CSI. DEFL. In ([cc) Wall L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.97 Van(LL) 0.24 13-14 >965 240 MT20 244/190 TCOL 15.0 Lumber Increase 1.25 BC 0.90 Ven(TL) .0.33 13-14 >698 180 BCLL 0.0 ' Rep Stress Inor YES WB 0.28 Horz(TL) 0.23 10 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 1011b FT=0% 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 telling directly applied or 5-8-11 cc bracing. 2-14: 2x4 SP No.1 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP Na.3 be installed during truss erection, In accordance with Stabilizer SLIDER Left 2x4 SP No.3 2-0-0, Right 2x6 SP No.2 2-0-0 REACTIONS. fib/size) 10=822/Mechanical, 2=1051/0-8-0 Max Herz 2=359(LC 7) Max Uplift 10=-596(LC 8).2=-953(LC 8) FORCES. (lo) - Max. Comp./Max. Ten. - All loxes 250 (lb) or less except when shown, TOP CHORD 2-22=-165/525, 2-2=454171, 2-3=-389/0, 3-4=-1945/1199, 4-5=-1125/838, 5-6=11241869, 6-7=951/849, 7-8=-11251874, 8-9=-178911288, 9-10=475/283 BOT CHORD 2-23=-314/152, 2-19=-959/1972, 2-14=-888/1843, 13-14=847/1717, 12-13=-418/tOD2, 11-12=916/1415, 10-11=-974/1509 WEBS 4-14=-184/573,4-13=-803/483, 6-13=-217/325, 7-12=232/335, 8-12=-663/560, 8-11=-230/443 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Ops1; BCDL=3.Opsf; h=29ft; B=45ft; L=24ft; eave=oft: Cat. II; Sap D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonco icurrent with any other live loads, 6) - This truss has been designed for a live load of 20,Ops1 on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members, 7) Refer to girder(s) for truss to truss connections. 8) 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, 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5961b uplift at joint 10 and 953'lb uplift at joint 2. 10) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 'S,•'M9�♦,� No 53681 STATE / F :�4/ ♦�.,��S;�NA, EC�%a FL Cert, 6634 November 17,2014 ®W txvtAJ -wao mush Earame Rn mad more IAMCN7NISANa IM1e0Ea NIIFKREEEFEMEOAGE NII.10)J T. I/14/2016144REaSE ��■® Design vdlld for use only with Walk connectors. This design is based any upon parameters shown, and is for an individual building component. �{���Y�, Appllcabinty of destgn parameters and proper Incorporation of component is responslblllty of building designer- not truss designer. Madre shown +.Y■ Is for lateral support of individual weld members only. Addltlonal temporary bracing to insure stablily duing construction is the responslbllllN of the IYIjTek' erector. Addltlonal permanent bracing of the overall structure is the responsory, of the building designer, For general guidance regarding fabrication, qu 1ality gcontrol, staa�gge. delivery, erection and bmchg. consult ANSI/1111 Quality 2C2rN3etla,DSB-89 and 8CSl Building Component 6904 Parka East Blvd. if Saufthem PuletfiPj lulmhe ruispecfIn�titthedelitowitureaare Fhme Ective Q6/DllA013 by AiSC Tampa, FL 33810-4115 Job Trues Truss Type Gty Ply Newman Rea. r e T6835268 27M ' CO3 Rest epedal 1 1 Tonal East Coen Tmv, Fort Pierce, FL.3d946 n. Man Nov 170 ID:kFCSCOSnikjkippr4C0YcyJJIG-nBDsxkCOMKIpDGA770b5LO7?uGtsw6OhscHqyylLdE -2-0.4 7-1.8 941.0 12a 1C-n-u 2-0.4 7-1-8 2-&8 2-&8-8-&2.8 Scale =1:42.5 44 II - -e 2-e-8 jk 0- & t-0 7-1-9 SZ0 6-2-64 0. 2 Plate Offsets(X.Y)- 12:0-2-9Edpet 18:0.410-1-10t 19,0-2-120-2-8t 110,0-2-120-2-81 LOADING (psl) SPACING- 2-0-0 CSI. DEFL. In (Joe) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.98 Ven(LL) 0.24 9-10 >940 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.82 Ven(TL) -0.45 9-10 >503 180 BCLL 0.0 ' Rep Stress Ina YES WE 0.37 Horz(TL) 0.30 8 n/a me BCDL 10.0 Code FBC2010JTPI2007 (Matrix-M) Weight: 931b FT-0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD 5-8: 2x4 SP No.2 BOT CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No,3 2-0-0, Right 2x6 SP No.2 2-0-0 REACTIONS. (lb/size) 2=105110-8-0, 8=822/Mechanical Max Ho¢ 2=390(LC 7) Max Uplift2=953(LC 8), 8=-596(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 25D file) or less except when shown. TOP CHORD 2-14=-137/473, 2-2=459/0, 2-3=637/116, 3-4=-1922/1207, 4-5=-1934/1484, 5-6=1741/1537, 6-7=-1831/1256,7-8=-450/36 BOT CHORD 2-15=281/134, 2-11=-827/1890, 2-10=-862/1845, 9-10=-367/1D41, 8-9=-912/1556 WEBS 4-10=-335/454, 5-10=-819/1239, 5.9=-891/1049, 6-9=334/462 Structural wood sheathing directly applied. Rigid ceiling directly applied or 6-1-1 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer I Installation outdo NOTES- 1) Unbalancedlroof live loads have been considered for this design. 2) Wind: ASCE, 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.0psf•, BCDL=3.Opsf, h=29ft; B=451t; L=24ft; eave=4ft; Cat. II; Este D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord rive lead nonconcurent 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) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSIJTPI 1 angle to grain formula. Building designer should verify capacity of beefing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9531b uplift at joint and 5961b uplift at joint B. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,1`1/11111 I 11111111 No 53681 IS STATE PF Ito "J'ir 0 N A' P%%%%- FL Cert. 6634 November 17,2014 AWAr4'Q.W VerNrQergn Nnraertra aadefAD IArSGNTM5,rN0IMir.OrD NfIF%RfiFFEMFp.1GENll-l4An!a I/S9JI01496GYFIISf Daggn valid for use only with Mifek connectors, This design a boned on"pon parameters shown. and is far an lMlNdual building component. ��• Applicability of design parameters and proper Incorporation of component b responslbliN of building designer- not truss designer. Bracing shown Is reforlateml support of lndMdual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the sea or Addflonal permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MlT®k' fobricati quality control,storage.delivery, erection and bracing, consult ANVrI?lI Gualllb,CC2ritteria.DSS-8p and BCA Building Component S fah lnlormallgn q a"tlablehomaspecift jrus, Plate lnsliuh.d., gnsssaueliie ttA3a52e eIHe�Lve G6/01%3G136yA15C I�SauNem Pmell P lumber szSPec"J ,Nedens I 69N Parke East Blvd. Tsrn",FL3381P4115 Scale =1:42.5 4411 7-2-0 12.8.0 1&11-0 7.2.0 I 5E 0 I e-30 r Plate Offsets (X Y)-- 12�0-2-9 Edae1 18,0 4-1 0-1-61 199-2-12 0-2-81 H00-2-12 0-2-81 LOADING(psQ SPACING. 2-M CSI. DEFL. In (too) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.98 Vert(LL) 0.24 9-10 >952 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.82 Ven(TL) -0.45 0-10 >510 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.37 Halz(TL) 0.30 8 ma n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 93 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.1 *Except* 5-8: 2x4 SPNo.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.32-0.0. Right 2xe SP No,22-0-0 REACTIONS. (lb/size) 8=822/Mechanical, 2-105110-8-0 Max Horz 2=390(LC 7) Max Uplift8=-596(LC 8), 2=-953(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-1-3 oc bracing. FMTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer FORCES. (Ib)-Max. CompJMax.Ten. - All forces 250(Ib) or less except when shown. TOP CHORD 2-18=-137/473, 2-2=462/0, 2-3=642/117, 3-4=1920/1206, 4.5=-1932/1486, 5-6=1741/1538, 6-7=-1831/1255, 7.8=d55/33 BOT CHORD 2-19=-281/134, 2-15=-823/1887, 2.10=-860/1843, 9.10=-368/1045, 8-9=-910/1555 WEBS 4.10=.338/459, 5-10=-822/1239, 5-9=-893/1049, 6.9=.338/466 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-9.0psf BCDL=3.Opsf; h=29ft; B=4511; L=24ft; eave=4n: Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip D,OL=1.60 3) Plates checked for a plus or minus 0 degree natation about Its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 5) • This hussihas 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 5t between the bottom chord and any other members. 6) Refer to 9inder(e) for truss to truss connections. 7) Bearing at joinl(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5961b uplift at Joint 8 and 9531b uplift at joint 2. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. I ��No 536811 /1 �.�� TTT���---"----„fir""'*�"••' 29® STATE PF :�W, ,��i��� p R 10 �0 N A ,0%%%% FL Cert. 6634 November 17,2014 A NARNfIA Yedf/Qeryn/anme2nanQaUD AOT£SCNTNISAIA fM111(Im MIhXNFFFflEA¢MGCXfI-1913rurt r/J9/Iell96afl[fA1E Design valid for use any with Walk connectors. ThO design based only upon parameters shown. and Is for on Individual building component. Applicability of design parameters and proper incerporatlon of component Is respomiblity of building designer- not truss designer. Bracing shown Is for fateful support of individual web members only. Additional temporary bracing to Insure stability during construction is the resporelbillity of the MiTek' erector. ACditlonal permanent bracing of the overall structure is the responal of the building designer. For general guidance regarding fabrkal quality control, storage,delivery. erection and bracing. consult ANSI/11`11 Duality Canada,D5B-09 and BC51 Building Component 69N Parke East Blvd. 5o11cry lntormollpn gvapoble ham True, Plot51mtitute 781 N. Bae Street. Suite 312. Aleeanrlrla, Vqq 2314 It Sauthem me 5P sum of isspecified, the dusters values are these effe<Lsre OG 01(f0131ta lSC Tampa, Fl 33B1a4115 Santa-1:44.7 4dS II 7.00 F12 N 'p 20 a �¢ la Plate offsets (X.Y)— r2:0-2-s Edaet 15.0-2-o Edaet H 1,0-2-12 o-2-8t H2O-2-12 0-2-81 LOADING (part SPACING- 2-0-0 CSI, DEFL. In (toe) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.82 Vell .0.35 11-12 >652 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 1.00 Vert(TL) -1.03 11-12 -222 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.76 Horz(TL) 0.19 20 Na Na BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 1021le FT=0% LUMBER - TOP CHORD .2x4 SP Na.2'ExcapC 1-5: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except* 2-12: 2x4 SP No.1 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x4 SP No,324).0 REACTIONS, (lb/size) 2-10561 20=800/0-3-D Max Horz 2=409(LC 7) Max UpII82=952(1_C 8). 20=-585(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 14-12 oc bracing. MiTek recommends that Stabllize s; and required cross bracing be Installed during truss erection, In accordance with Stabilizer installationguide, FORCES. (Ib)- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-17=-150/496, 2-2=395/55, 2-3=-383/35, 34=2027/1266, 4-5=-2040/1480, 5-6=1995/1511,6.7=-2002/1647, 7-8=-1919/1344, 10-13=-526f73B, 9-13=-526/73B BOT CHORD 2-18=-296/142, 2-14=-1065/2044, 2.12=990/1931, 11-12=-401/886, 10-11=-845/1227 WEBS 4-12=250/355, 6-12=806fl347, 6-11=-957/1264, 7-11=-412/461, 8.11=256/494, 8-10=-1466/1066 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd-132mph; TCDL=9.0psf BCDL=3.Opsf, h=29ft; B-1511; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left end right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This truss has been designed for a 10.0 per bottom chord live load nonconcumenl with any other live loads. 6)' This truss has been designed for a live load of 20.0psf on the bottom chard 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) Bearing at jolnt(s) 2, 20 considers parallel to grain value using ANSI?PI 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 952 lb uplift at joint 2 and 585 lb uplift at joint 20. 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. ..L tS i��Mq, ` G E NS�.C� +� No 53681 see ;4 9 , STATE )OF Wee 0'iF F4O0RIQP fN A, %. FL Cert. 6634 November 17,2014 ANARMM.Ye4rr design parannRn audaiAO AarELLNiM6AN0 aM1ENm Mf1E%RfrfREMENtGE Ntf-)d)) n , 1101203d Bff69EM Design valid for we only with Wax connectors. Did design Is based only upon parameters shown and is for an inal l bustling component. ��- Appscalenty of design parameters and proper Incorporation of component Is responsibsity of bwiding designer -not two designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure steblTly during construction is the responslbOSN of the Additional permanent braoing of the ovens structure is the respondblsty of the binding designer. For general guidance recording WOWerector. fabrication. every contrast, storage. deMery. erection and bracing. consult ANSI/IPI1 clearly Criedo,DSB-39 and SCSI Building Component Salaryln .often q gable lromJrvss Plata lnstlNta.701 Rtee Sheet. Suite 312. AlafanQdo. Vq J23Id B Sguthem Pme 15Pt Issmber isspecif edrsbedevpsvalires are Nose effec4Ye O6/01/2013 by ALSC 6904 poste Eav Blvd Tampa, FL 33611l Job Truss Truss Type Ply Neiman Rea. 4 s • lorry T6635249 I2TIH5 C00 Roof Special 1 1 East Coed Truss. Fort Pleme, FL U946 2.44 a2-0 sao ' 1.4.0 Scale =1:44.7 7.00 f12 _ boa 12 46 = 3z-o I 911-0 1 lsao 1 lsao I 1az-o b2-0 8.9-0 iSa Ida J.a.a Plate Offsets _(X Y)— 12:0-1-13 Edoel I6,0.2-8 Edael 18,0-1-8 0-3-01 LOADING (psp SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl Utl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert(LL) 0,22 12-13 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.3212-13 >724 180 BCLL 0.0 Rep Stress lncr YES WE 0.80 Horz(TL) 0.12 21 Na n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 1101b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purlins, except BOT CHORD 2x4 SP No.2 *Except' end verticals. 2-13: 2x4 SP No.1 BOT CHORD Rigid Ceiling directly applied or 5-0-10 cc bracing. WEBS 2x4 SP No,3 MiTek recommends that Stabilizers and required cross bracing OTHERS ,2x4 SP No.3 be Installed during truss erection, In accordance with Stabilizer SLIDER Left 2x4 SP No.32-0-0 Installation aide REACTIONS. (lb/size) 2=105610-8-0, 21=80010-3-0 Max Hom 2=388(LC 8) Max Uplift2=-939(LC 8), 21=-598(LC 6) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-18=169/532, 2-2=511/234, 3-4=-1937/1258, 4-5=-1011/703, 5-6--897/734, 6-7--1009/769, 7-8=816/593 BOT CHORD 2-19=-318/154, 2-15=-1341/2054, 2-13=-1129/1825, 12-13=-1115/1735, 11-12=-896/1209, 10-11=-896/1209 WEBS 4-13=-158/461, 4-12=9361672, 6-12=272/535, 7-12=506/461, 8-10=711/993, 7-10=-721/637 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.OpsF BCDL=3.Opsf, h=29ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCp1=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas whore a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at jolnt(s) 2, 21 considers parallel to grain value using ANSI/7PI 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 939 lb uplift at joint 2 and 598 lb uplift at joint 21. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. No 53681 �• AE STATE OF OR I **''sS�0NA` 0%%%% FL Cert. 6634 November 17,2014 AIEAxA9N3-VerREdasgn Nn .•ud READ AI GN7N(SAM1D JAUVI0ED MRxr&mEREM ME NIl-Mn mR JJ1V20ldfiWR UfE Design valid for use only wllh Wek comma,fors. This design is based a* upon parameters shown, and is for anlndWdual building component. ��- Applicabilty of design parameters and proper inccTomllan of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of lndNldual web members only,. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the cvemll structure Is the responslblity of the building designer. For general guldonca regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSIAN1 Quality Crttert s, DS11-89 and BCSI Building Component 69N Parka East Blvd. Safely lntormvlion q! Lb all 9om Truss Platelnlitute,701 N. Lee Sfinel. sure 312. Alexandria. VAp23le If Sauthem PineIaV/(umber isspeciiie�, thedesien values arethl7se a@active 06/0114 byALSC Tampa, FL a36ID-n 16 Job Tmss Truss Type Qty Ply Newman Ras. s T663USO 27845 C07 Roof Speclai 1 1 East Coast Truss, Pon Plarce, FL. 34946 7.53a44unl zm4Muax.nousmee, Mc. Mon Nov a w;25:02014 Page, ID:kFcScOSnikjkilppr4COYcyJJjG-fzSNn53 WPYFFiuByMzSXFBasbVedcgkccUbUzjylLdP -244 1.2-2 5-6.8 9.11.0 114-u 2-o-4 i-2-0 4-4-8 4-48 3-SO 5700 Too 12 5xe II 4.00 12 20 Scale=1:44.8 LOADING (PsQ SPACING- 2-0-0 CSI. DEFL. In (too) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert(LL) 0.07 10-11 >999 240 MT20 244/190 TCOL 15.0 Lumber Increase 1.25 BC 0.52 Ven(TL) -0.1311-12 >999 180 BCLL 0.0 ' Rep Stress Ina YES We 0.59 Horz(TL) 0.03 20 n/a n/a BCOL 10.0 Code FBC201 OrrP12007 (Matrix-M) Weight: 123 to FT=0% LUMBER- I BRACING - TOP CHORD 12x4 SP No.2 TOP CHORD BOT CHORD 12x4 SP No.2 WEBS '2x4 SP No.3 BOTCHORD OTHERS 2x4 SP No.3 SLIDER (Left 2x4 SP No,31-5-0 REACTIONS. (Ib/size) 2-1056/0-8-0, 20=60010-3-0 Max Horz 2=495(LC 8) Max Uplift2=-918(LC 8), 20=.619(LC 8) Max Grav 2=1071(LC 13), 20=800(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 fib) or less except when shown. TOP CHORD 2.17=-170/525, 2.2=.278/112, 2-3=-299/69, 3-4=918/490, 4.5=-1029/808, 1 5-6=-945/844,6.7=-1049/884, 7-8=-889/695 BOT CHORD 1 2-18=-314/155, 2-14=-617/973, 2-12=-583/916, 11-12=-788/1072, 10-11=-465/692 WEBS 3-12=41/358,4-12=-358/378,4-11=358/380,6.11=.326/491,6-10=-322/450, 7-10=-802/754, 8-10=-747/960 Structural wood sheathing directly applied or 5-3-0 oc purtlns, except end verticals. Rigid calling directly applied or 6-8.5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer installation guide NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCIE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Ops1; BCDL=3.Opsf•, h=29ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpl=0,18; MWFRS (directional): cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip COL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunenl with any other live loads. 6)' 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 betweenithe bottom chord and any other members. 7) Bearing at joint(s) 2, 20 Considers parallel to grain value using Al 1 angle to grain formula. Building designer should verify capacity orbearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 918 It, uplift at joint 2 and 619lb uplift at joint 20, 9) "Send-rlgid,pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. ♦♦♦♦��Nev- �S f!,Mq No 5368It 9�. STATE �OFT.��y� \ I EA % FL Cert. 6634 November 17,2014 ®NMN[IFI Rndl(Peiyn yammo0,ra mJfl£AD MIIESGNIHlSM1D 1M1M£e HIrEKREMEREM£rNaENl414)3 mu I/M/'0'6 ORFaS£ Design vClltl for use onN with NJrek connedars. IDk design is based Doty upon parameters "a— and b for an Individual building component.. Applicatjllity of design paramalen and Properincomo"'ai of component Is responvellity of bulldI gdesigner-notimss designee Bracing shovm Is far 1.-b lsuppod of Ihd"duai vreb membersonly. Adtlillonaltemporary bracing to Insure stablllry duringcohsWdlonkiheresponsibllllN of the erector. Additional permanent bmdng of iha overall siveture Is the responsibility al the building tlesigner. For general gNdance regarding MiTek' fabdcatlon, qu''ttallt, storago. delivery, erection and bm�'re, consul) ANSIp911 Coo ty DSB-69 and BCSI Bu,Idln. Campananl 69N Parka East Blvd. gonlrol, greeds, tl Swlthem Vouie `va �'nherua slilirs rheAes �n value5tareich3ose a bugge 06/0�/�013 by At3C Tampa. FL 3361a4116 7.00 12 4x6 II Scale =1A5.0 1� 3x8 = &2-13 12-d-0 17-2-0 1&2-a e-b13 &1-3 b10-0 24}0,. Plate OHsets(XY)— 12,038Edne1111.0-4-40-1-81113.0-7-00-2-0I H5*0-1-120-1-81 LOADING (psq SPACING- 2-0-0 CSI. DEFL. In floc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert(LL) 0.11 14-16 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.43 Vert(TL) .0.17 14-16 >999 180 BCLL 0.0 ' Rep Stress Inns YES WB 0.41 Hoa(TL) 0.02 10 me me BCDL 10.0 Code FBC2010/1PI2007 (Matril-M) Weight: 1261b FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 10.13: 2x6 SP No.2 WEBS 12x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=1040/0-8-0, 10=853/Mechanical Max Hoa 2=591(LC 8) Max UpllH2=-894(LC 8), 10=-691(LC 8) Max Gmv 2=1096(LC 13), 10=853(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or4-11-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-10-15 oc bracing. iMiTak recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer FORCES. (Its) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD . 2.3-12861778, 3.4=-1209/851, 4-5-11291882, 5-6=.1014/834, 6-7=-853/641, 7-8=-360/285 BOT CHORD 2-16=-897/1177, 16.20=552/739, 20.21=552/739, 15.21-552/739, 14.15=-552/739, 13-14-307/387 WEBS 3-16=-378/415, 5-16=363/569, 5-14=.300/464, 6-14=692/633, 8-11-1040/849, 7-13=-754/660, 7-14=-478/670, 8-13=-852/1078 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132ni TCDL=9.Opsf BCDL=3.Opsf h=29ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pond Ing. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL-10.opsf. 7) Refer to glyder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8941b uplift at Joint 2 and 691 Its uplift at Joint 10. 9) "Sernkrigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. 0,111I IIISIII/III�I % 1% ENS�..C�^ No 5+J3681 ' 09�. / f" .•�C/ Z ©, STATE „ c FL 6 rt. 6634 November17,2014 AHARN(M -YerTI der�a yannre@nvva MM MIRSGAThTSAM1%IM11roCa MtRXNEFFAF.I2FHGEMff-197i ree I(2e/IOIIpFi69ffaE ■ Design vote for use only with Weir connectors. Vint:Vint:design is based only upon parameters shown. and is for on Individual building component. Lai'• m Applicability of design parameters and pperineemomllon of component b responslbtily of building designer - not buss designee Bracing shown Is ferlafejoI suppod of individual web members only. Addiflonal temporary bracing to Insure stabllity during construction is the responsibility of the MOWerector. Addiflonal permonenl bracing of the ovemt structure is the respondbltty of the building deslgner. For general guidance regarding fabrication, quality control storage, deibery, erection and bracing. consult ANSVIFII Dearly Criteria,DSB-8i and BCSI Building Component 69M Parke East Blvd. lately lnlormalign qq to from Truss Plate NS5tifute. 781 N. Lea heat. Sul` 312. Alexandria, VA Id. Il Southern Pme15P�lemberisspecdiesf, the tlev�l uesare t�lose effective O6 01/2013 by AlSC Tampa, FL 3]fi10�4115 5-19 7.00 r 11-1.8 44 = Scale = 1:43.5 6 , „ _ 1x4 II 3x4 = 3.4 II 174-0 1 19.2.0 5-0.5 8-1.3 9-0.8 2.0.0 Plate Offsets X Y -- 20-3-8 Etl a 6:0-5-4 0-2-0 l l,OA-4 0-1-8 13:O-5-4 0-3-81-0-0 LOADING (psn TOLL 20.0 SPACING- 2-0-0 Plates Increase 1.25 CSI. TC 0.81 DEFL. Ved(LL) In (too) 0.10 15-16 Well >999 Ud 240 PLATES MT20 GRIP 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.43 Ved(TL) -0.14 15-16 >999 180 BCLL 0.0 • BCDL 10.0 Rep Stress lncr YES Code FBC2010/TPI2007 WB 0.68 (Matrix-M) Horz(TL) 0.03 10 n/a n/a Weight: 1311b FT-0% LUMBER - TOP CHORD 2x4 SP No.2 DOT CHORD 2x4 SP Na.2 *Except* 10-13: 2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 20 SP No.3 REACTIONS., (III/size) 2=104010-8-0, 10=853/Mechanical Max Holz 2=655(LC 8) Max Uplift2--878(LC 8), 10=-726(LC 5) Max oral 2-1081(LC 13). 10=853(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-2 oc purlins, BOT CHORD Rigid ceiling directly applied or 5-10-2 oc bracing. MITek recommends that Stabllizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation oulde, FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1255/725, 3-4=-835/561, 4-5=-745/592, 5.6=-889/757, 6-20=-339/286, 7-20=-339/286, 7-8=-327/271 BOT CHORD 2-16=-918/1135, 15-16=-918/1135, 14-15=-638/783, 13-14=-638/786 WEBS 3-15=-519/412,5-15=-482/604,6-15=-345/399,8-11=-1050/879, 7.13=-397/530, 6-13=-592/478, 8-13=-926/1120 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult-170mph (3-second gust) Vasd-132mph; TCDL=9.OpsF BCDL=3.Opsf; h=29ft; B=45ft; L=241t; eave=4fl; Cal. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chard live load nonconcuff ant with any other live loads, 6) • 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. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 878 lb uplift at joint 2 and 726 to uplift at joint 10. 9) "Semi -rigid IpItchbreaks Including heels" Member end fixity model was used In the analysis and design olthls truss, ,,`1`SI. ///, 1�I No 53681 ra= _.rlc STATE �' : FLU "its Jilw% FL Cert. 6634 November 17,2014 Q WARNIM-Wiff 3usaa yanmpTq a4d IUAD M WONWCAIA)h4c DED NETTKUTEREMEFASENU-MY3 rem l/M/20tG14TOP£UY ■■■ Design valid for use any with Weis connectors. This design is based only upon parameters shown. and is for an lndIvlduol building component. ��• Applicapillty of design parameters and proper Incorporation of component Is responsibllity of building designer - not truss designer. Bracing shown Is for lateral wooed of lndlNdual web members any. Additional temporary loading to Insure stability all construction is the responslbfity of the MiTek' erector Additiond permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, ci llty control, storage,delivery, erection and brocing. corsu" ANSIl Quality Crlsmlq D58.89 and 1,01 Building Component 69N Parke Fast all 5 tylrllarmo11lpn affable tom Jmss Plate Institute,78114. Lea $heal. Suite 312, Alexandria, VA id Ii tlfffn PlneiSPllumber lsspeclled, the design Yr1141CS erethouaeBeCGYe Q6 �3618:py ALSC Tampa. FL 33610.4115 Jab Truss Truss Type Gty Ply Newman Res. t T6635253 27846 010 Half Hip 1 1 f bRf ( t' 11 East Coast Truss; Fan Pierce, FL. 34946 7.00 s Ju1112014 MITek Industries, Inc. Mon Nov ID:kFcScOSnikjkiippr4COYcyJJjG-cLa7Cn4nxAWzxB IKTOUC -z-a-a I s-S1 1 1ae-B i 17-2-0 1 1vz-o z-a-4 5-Si 537 e-se 2-0-0 44 = 3x4 = 3x4 = 7.00 F12 5 19 6 7 6 ld� 3x4 II Scala=1:46.5 LOADING (psp SPACING- 2-0-0 CSI. DEFL. In (foe) Well Ud PLATES GRIP TCLL 20.0 1 Plates Increase 1.25 TC 0.81 Ven(LL) 0.09 14-15 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.41 Ven(TL) -0.12 12-14 >999 180 BCLL 0.0 • Rep Stress Incr YES VVB 0.83 Hort(TL) -0.02 9 n/a n/a BCDL 10.0 Code FBC2010,7P12007 (Matrix-M) Weight: 1301b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-11-7 oc purlins. SOT CHORD 2x4 SP N0.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-9-5 oc bracing. 9-12: 2x6 SP No,2 MITek recommends that Stabilizers and required cross bracing WEBS ' 2x4 SP No.3 be installedduring truss erection, In accordance with Stabilizer WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 2=1040/0-8-0, 9=853/Mechanical Max Hom 2=761(LC 8) 1 Max Uplift2=-845(LC 8), 9=771(LC 5) Max Grav 2=1116(LC 13), 9=923(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=1303/667, 3-4=-869/507, 4-5=-785/539, 5-19=-710/576, 6-19=-710/576, 6-7=301/240 BOT CHORD 2-15=-965/1168, 14-15=-965/1168, 13-14=-2591319, 13-20=-259/319, 12-20=-2581325 WEBS 3-14=-540/455,7-10=-1181/935,6-12=-776/826,6-14=-484/569, 7-12=-994/1245 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-10: Vult=170mph (3-second gust) Val32mph; TCDL=9.0psF BCDL=3.Opsg h=29ft; B=45ft; L=24ft; eave=4ft; Cal. II; Exp D; Encl„ GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1,60 3) Provide adequate drainage to prevent water bonding. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) • This tmsslhas been designed for a live load of 20.Opsf an the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will et between Ithe bottom chord and any other members, with BCDL=1o.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8451b uplift at Joint 2 and 771 lb uplift at Joint 9. 9) "Semi -rigid pltchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. %% PEA S. M E N `SF�C�9 Y No 5}/3681 �Y*/ "Ci xx' STATE F 4/ ` ',i,/'S'ONA1 �C l FL Cert. 6634 November 17,2014 AW—W Vaefrde+lyn yaan,emn andnEla 107UGN naSANnIIKIWFD MlrlKr:['FERIWoF PAaEMrI. 1413 mn 111W201dindera 1RE Design valid for use only with Wok connectors. thin design is based only upon parameters shown, and is for an Individual building component Applicability of design parameters and proper Incorporation of component Is responsil of building designer -not truss designer. Bracing shown �• Is far lateral suppod of lntllNdual web membersonhAdditional temporary bracing to Insure stability during construction a the responsibility of the WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer, For general guidance regarding qu''''ality Crlleda,DSO.89 and BCSI Building Component dellvery, erection and braciinjg. consult@ AN512. 69M Parke East Ones, 5alodcal pcontrol.storage. g/�r911Quality li SaultheM pIIn1E 15♦t�b411ghbf IS spelixtied�The 2� $neYartit24idTetTl13Coat enet4 .' 66�SiZ!0133 by ALSC Tempe, FL 33610d1t5 .lob Truss Truss Type Oly Ply Newman Res. 1 ' • T8635254 27645 oil HaNHip t 1 Job Reference top Bnall East Ooan Truss, Fad Pierm FL. M946 samr aawmn muu ,................. I .......=a=. ID:kFcScOSnik kiippr4COVcyJJIG-0VBVP75PiTegZLtX150FtgCNdht7zO21Sp8a2ylLd7 -244 SS1 12-8-8 19-2-0 1a2.0 2J-4 SS1 Sb] 4-SB 2-PO 44 = see = 3x4 = Scale =1:53.1 7.00 r I� 4x4 = Ise n Jx4 = 4xlu N 3xto II 3.8 = 3.4 II 6-5.1 0­b7 4-SB ' 2-PO Plate Offsets XV- 2:0-2-9Etl a 2:0-0-00-1-5 5:0-3-00.1-12 10:0-4-40-1-8 12:0.7-00.2-0 LOADING (par) SPACING. 2.0-0 CSI. DEFL. In (loc) gdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.81 Ven(LL) 0.09 13-15 >999 240 MT20 2441190 TCDL 15.0 Lumberincrease 1.25 BC 0.42 Ved(TL) -0.14 13-15 >999 180 BCLL 0.0 • Rep Stress Ina YES WB 0.87 Horz(TL) -0.02 9 rda n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 1401b FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 •Except• '9-12: 2x6 SP No.2 WEBS '2x4 SP No,3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=104010-8.0, 9=853/Mechanical Max Hoe 2=867(LC 8) Max UpIIII 806(LC 8), 9=-792(LC 6) Max Grev 2=1109(LC 13), 9=890(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 4.9-4 oc purling. BOT CHORD Rigid telling directly applied or 5-11-1 so bracing. WEBS 1Row at midpt 7-10 MiTek recommends that Stabilizers and required cross bating be Installed during truss erection, in accordance with Stabilizer Installation guide, FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1263/590, 3-4=-692/339, 4.5=-587/391, 5.6=-542/462 BOT CHORD I 2-15=-983/1148, 14.15=-983/1148, 13-14=-983/1148 WEBS 3-15=01255, 3-13=711/608, 7-10=-1068/965, 6-12=-746/689, 6-13=-559/658, 7-12=854/1016 NOTES- 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd-132mph; TCDL=9.0psf; BCDL=3.Opsf h=29tt; 8=45ft; L=24ft; save=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 6)' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-fi-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 806 lb uplift at joint 2 and 792 lb uplift at Joint 9. 9) °Semi -rigid pflehbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 1111111111 ikeL. S. M * N�o� 53681 :'0 ." �GcsrArr � . it �9d STATE PF i�O,ssIONFI ,` FL Cert. 6634 November 17,2014 A NARwMa-yemildef,'gn yanme@n aad REM MIES ea7afsA ID frRwED nf[FXRFFFREMFPME 111I-M23 rea Ua-4/TolId46YFU5E Design Ildl forum ontywith,V.nek connectors. this design b based only upon parameters shown, and is for an lndiN ual bukhg component. �� Applicability of design parameters and proper Incarporallon of component Isresponsiblllly of bullding designer - not truss designer. Bracing shown Is forlateral support of lnLNidual web members only. Additlonol temporary bracing to Insure stability during construction is the respombirty of the erector, Additional permonem bracing of the overall stmcture is the resporebsty of the buliding designer. For general guldonce n gardtng MiTek' fabrication, quality control, storage, deMery, erecBan and bracing. consult ANSIANI Quanly Crteda, DS549 and SCSI Bantling Component y V.140.101101. .14ormotloq bra from jmn Plate institute. 781N Lea Sheat. Suite 311 Al aandda. VA 0314 It Southam Pine 15P� lumber isspeci ied,thedesign values are Nose e�tective Ob/1r2Z1013 byAISC 69M Parke East 8W. Tampa, FL MIMI15 Job Truss Truss Type Oly Ply Newman Ras. f . T6635255 27MS C12 Hex Hip 1 1 ab do I East Coast Truss, Fen peace FL. 34945 7. aaa j.i 112014 , a =s. r•. ,.,a ,.a, - I D:kFcScOSnikjkiippr4COYcyJJjG-YkitdT61 TnmhAV RjbpXU011Xn771kXaCX6Zi6UylLd6 -2.4.4 { 7-51 loll-8 17-2-0 19.2.0 2-4-1 7-51 7-37 2-SB. ' 2-b0 44 = 3x4 = 3x4 = 3x4 = 1x4 II +"= axe = 4x10 II 3.4 II Scala = 1:60.6 LOADING Pat) SPACING- 2-0-0 CSI. DEFL. in floc) /dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.86 Ven(LL) 0.10 13-15 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.53 Vert(TL) .0.2013A5 >999 180 SCLL 0.0 ' Rep Stress [nor YES WS 0.41 HOrz(TL) -0.02 9 Fla Fla BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 1501b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-5-14 oc purlins, BOT CHORD' 2x4 SP Ne.2 *Except* BOT CHORD Rigid calling directly applied or 5-11-10 oc bracing. 9-12; 2x6 SP No.2 WEBS 1 Row at final 3-13, 5-13, 7-10, 6-12. 6-13, 7-12 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be Installed during truss erection, In accordance with Stabilizer Left: 2x4 SP No.3 Installation u de REACTIONS.,(lb/size) 2=104210-8-0,9=853/Mechanical Max Hom 2=974(LC 8) Max Uplift2=-760(LC 8). 9=-839(LC 8) Max Great 2=1112(LC 13), 9=931(LC 13) FORCES. (to) - Max. CompdMax. Ten, -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-12331487, 3-4=-538/158, 4-5=-520/226, 5.6=-390/335 BOTCHORD 2-15=-981/1124.14-15=-981/1124, 13-14=-981/1124 WEBS 3-15=0/307,3-13=-857/751,5-13=-231/330,7-10=-1096/1029, 6-12=-768/644, 6-13=-699/828, 7-12=-841/975 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vesd=132mph; TCDL=9.0psY, BCDL=3.Opsf; h=29ft; B=45ft; L=241t; eave=4ft; Cat, II; Exp D; Encl., GCpi-0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentwith 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 760 lb uplift at joint 2 and 8391b uplift at joint 9. 9) "Semi -rigid pltchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. .��c E NSF..ni� e No 53681 p 09. STATE iF :ItIW i ss`ONA� E?�`�♦♦ FL Cert. 6634 November 17,2014 Avau,aaa �wdff Pesen pmmrcimn aaJNFAa M11ESCa71RSM0IM]WIEa MIRi(ftEEINEMti Mfi(: M11-M73 ma 11"12011W011 Design volld for use only w9h,WTek connectors. This design is based only upon parameters shown. and is foran individual bulltling component. Applicability of design parameters and properincorporation of component is responsiblllty of building designer- not truss designer. Bracing shown iii��.iii��� is for lateral cuppod of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Addltlonol permanent bracing of the overall dructure is the responsibility of the building designer. For general guidance regarding MiTek' fabdcalibn, quality control storage, delivery, erection and bracing, consult ANSI/1PI I quality Canada,DSB-e9 and BCSI Bolding Component 69N Parke East 6lvtl. Sabrylnfoarnaif n q able from jruss Plot. IntlRuis, 781 N. Lee vast, Suite 312, Al onptla. 21d Tampa, FL 33810-0115 fl5outher, Rifse 15vopllsanbcess$2ec(fit:¢, Lhedets{n va ass are theme active 0 �1013by At5C Job Truss Truss Type Dry Ply Newman Ras. s r s T6635256 27645 C13 IleIIHIp 1 1 ob Clonal East Coast Tmssl Fop Pleme, FL. U946 _ _ _^ ,7.630 2. 4 ' 5-511 5.4.1 5. 1 3-M 4x4 = 31 = r 6 76 3x8 II axe ax. 7x10 II 3x4 I LOADING 1ps, SPACING- 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10A Code FBC2010ITP12007 LUMBER- TOP CHORD 12x4 SP No.2 BOT CHORD 2x4 SP N0.2 •Except• 9-12: 2x6 SP No.2 WEBS 2x4 SP No,3 WEDGE Left; 21 SP No,3 REACTIONS. (Ib/size) 2=1040/0-8.0, 9=853/Mechanical Max Horz 2=1050(LC 8) Max Uplift2=-722(LC 8), 9=-863(LC 8) Max Grav 2=1144(LC 13), 9-1025(LC 13) Scale =161.5 IDS CSI. DEFL. In (loc) Well L/d PLATES GRIP TC 0.81 Verl .0.1212-14 >999 240 MT20 244/190 SC 0.57 Vert(TL) -0.24 12-14 >938 180 WB 0.54 Horz(TL) -0.03 9 ri We (Matrix-M) Weight: 1401b FT=0% BRACING - TOP CHORD Structural mod sheathing directly applied or 4-11-4 oc puriins. BOT CHORD Rigid calling directly applied or 5-7-11 oc bracing. WEBS 1 Row at midpl 5-12, 6-12, 7.10, 7-12 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer installation guide, FORCES. (lb) - Max. Camp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD i 2-3=-1340/456, 34=-1135/411, 4-5=987/436, 5-6=-386/130, 6-7=-279/209 BOT CHORD 2-14=-1068/1270, 14-18=-694/823, 13-18=-694/823, 13-19=-694/824, 12-19=-693/829 WEBS 3-14=-386/429,5-14=-271/536, 5-12=-811/718, 7-10=1226/979, 7-12=-890/1187 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vul1=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsp BCDL=3.OpsF h=29ft; B=4511; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 6) • This trusehas 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 8t between the bottom chord and any other members, with BCDL = 10.0pst 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7221b uplift at Joint 2 and 8631b uplift at Joint 9. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. No 53681 ' :LTZ STATE F :�w� ;O N A' i�,`� FL Cert. 6634 November17,2014 ® WARNING Yer:'1/Ca+9n Fanmomn aoJnFAe Ae1[SGNIMSAND IMIUOFO /1f1lKR£FFFFMEM6ENII MYJ mr. t/!9()llt4arFG9FI15E Design valid for use only with Mnek connectors, this design is based only upon parameters shown and is for an lndidduol buliding component. �• Applicability of design parameter antl proparincorparatlon of component is responoollity of building designer- not truss designer. Bracing shown Is for lateral support of Individual me members only. Additional temporary bracing to Insure stabirdy during construction is the responactity of the ■.Y Additional permanent bri of the overall structure Is the responsiblliry of the building designer. For general guidance regarding WOWerector, fabrication, quality central, storage, delivery, erection and bracing, consult ANSI/rP11 Quality and SCSI Building Component 69M Parke East SWL CCp22ritJeria,DSB-89 streatate thte mse effel Ye 116/Oznorig by ALSC ii5ault lam �IIIE�SP�le(r4bC14 r 15ssgegllieWithe design Lee Tampa, FL JJfi10.4115 Job Truss Truss Type Cry Ply Newmm Res. 4 s . T6635257 27845 C14 HALFHIP 7 1 b Reffetreno fluilionall EestoaestTmsa, Fort Pleo:e, FL 3494e •.a."".m,,..i. mi v.. ­............ ..._...... .. ._.__..___...-"_. ID:kFcScOSnikjkiippr4COYcyJJjG-OwGGgp7fE5uYcf0v8 W2jyFHiN WJJTWILmmlFewylLdS SS11 169-12 161-13 1 V-0 2-PO 5-511 5-4-1 sat 3-11 4x4 = 3x4 = 4x10 = " _ " 3x4 II -2.M1n A0 1 &1-11 i 1Li.13 I 19z4l i f0.1.11 0.M1'1 Srale: 3/16'=l' Plate Offsets (X.Y)— 12:0-6-4.O-D-01 14:0-4-0 Edgel 110:0-0-8 0-1-e1 112'0-5-8 0-3-81 rn LOADING pef) SPACING. 2-0-0 CSI. DEFL. In (too) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0,87 Ven(LL) 0.36 14-17 >685 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.67 Ven(TL) -0.42 14-17 -597 180 BCLL 0.0 • Rep Stress Incr YES WE 0.61 Hori -0.16 9 Na n/a BCDL 10.0 Code FBC2010/TPI2007 (Matriz-M) Weight: 1571b FT=0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-4: 2x8 SP No.2 SOT CHORD 2x4 SP No.2'Except' 9-12: 2x6 SP No,2 WEBS 12x4 SP No.3 REACTIONS. (Ib/size) 9=941/Mechanical, 1=95110-8-0 Max Horz 1=964(LC 8) Max Upllft9=-984(LC 8), 1=445(LC 8) Max Grant 9=1132(LC 13), 1=1054(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 444 oc bracing. WEBS 1 Row at in dpt 5-12, 6-12, 7-10, 7-12 MITek recommends that Stabilizers and required crass bracing be Installed during truss erection, In accordance with Stabilizer Installation u tle. FORCES. ill -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=606/0, 2-3=-2434A465, 3-4=-1517/729, 4-5=-1358n75, 5.6=410/153, 6-7=-307/235 BOT CHORD 2-14=-1635/1891, 14-18=-816/951, 13-18=.816/951, 13-19=-816/952, 12-19=-814/957 WEBS 3-14=864/855, 5-14=631/935, 5-12=960/861, 7-10=1336/1081, 7.12=-100111306 NOTES- 1) Unbalanced roof live loads have been considered for this deslgn, 2) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.OpsF BCDL-3.Opsf h=29ft; B=45ft; L=2411; eave=4ft; Cat. II; Exp D; Encl., GCp1=0,18; MWFRS (directional); cantilever left and right exposed ; end vemcal left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This truss has been designed for a 10.0 par 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 chard 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. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 1 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 9641b uplift at joint 9 and 445111 uplift at Joint 1. 10) "Semi -rigid pftchbreaks including heels" Member end flxfty modelwas used in the analysis and design ofthis truss. 41 No 53681 * ;, ro �: STATE �OF � G♦ SS10NAL '�%``` FL Cert. 6634 November 17,2014 QNAF,am in rr lesel I.... auP/U VI 10075GIU MSM9 I=.. MtiFXn[rFpfM£FNGEM(l-Mil m. t/19)IOLe6C69fafE Oedgn valid for use only wlih A9rek conneolo.. This design is based any upon parameters shown, and is for an Individual building componeni. � Applicability of design parameters and proper incorporation of component Is responsill of building designer -not two designer, Bracing shown Is reforlaterblsuppod of lndiNduot web memo.. only. Additional temporary bracing to Insure sfabllity during conshuctlon is the responsibility of the ector. Additional permanent bracing of the overall structure is the responsibility of the building designer, For general audience regarding WOW' fabdcaflon. quality camel. storage. delivery, erection and bracing, consult Al Ouality Criteria,DSE-89 and SCSI buiding Component S fay lnformetign bile �rom7russ Piste lnslltute,781 H. Lee Sheet. Suite 312, Alexandria, VAp2310 I�Sautham Pus 1Splumber isspecilles4 the design values are shore eCec[ive O6/gl/1013 byA15C 6904 Parka East BIM. Tampa. FL 3361e4115 Job , x Truss Truss Type Oty Ply Newman Rea. T863535e 37045 s C15 Hal/Hip 7 1 e do East Coast Truss,Fart Pleme, FL. 34946 in, 1-53 4x6 = 3x4 = 3x4 = ix4 It 7.10 II 3x4 II Id Scale -1:57.6 LOADING(psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) gtlell L/tl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TO 0.90 Vert(LL) 0.08 13-16 >999 240 MT20 2441190 TCOL 15.0 Lumber Increase 1.25 BC 0.51 Vet(TL) -0.16 13-16 >999 180 T BCLL 0.0 ' Rep Stress Incr YES W13 0.38 HOrz(TL) -0.03 8 into n/a BCDL 10.0 Code FBC2010fTP12007 (Matrix-M) Weight: 132 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B-11: 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2-1042/0.8-0, 8=853/Mechanical Max Here 2=989(LC 8) Max Upt1ft2=-753(LC 8), 8-834(LC 8) Max Gran, 2=1112(LC 13), 8=940(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purists. BOTCHORD Rigid ceiling directly applied or 5-9-B cc bracing. WEBS 1 Row at midpt 3-11, 5-11, 6-9, 6-11 MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation uida FORCES. fib) - Max. Comp./Max. Ten. - All forces 250 (to) or less except when shown. TOP CHORD 1 2-3=-1217/462, 3-4=-510/121, 4-5=-498/190, 5-6=-355/300 SOT CHORD 2.13-971/1112, 12-13=-971/1112, 11-12=-970/1116 WEBS 3-13=0/291, 3-11=-864/760, 5-11=-240/341, 6-9-1000/905, 6-11=-824/973 NOTES- 1) Unbalanced roof live loads have been Considered forthis design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd-132mph; TCDL=9,Opsl; BCDL=3.Opsf; h=29ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending, 4) Plates chocked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunsnt with any other live loads. 6) • 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. 7) Refer to girder(s) for truss to truss Connections. B) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 753 lb uplift at Joint 2 and 8341b uplift at Joint 8. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. %t11111...''Srr'iLjq���� I ` No 53681 :9. STATE OF - i ,A� E�C?�. FL Cert. 6634 November 17,2014 AMIRMAG -yerc, dergas Panmebn-IREAa AGTES GNTNtSAM19 ]FACT VED Nfh%AFRRFArf PAGE MlI-J423 mw X1012OII&I69EUSE Deslgnvolld loruse ontywlth Mirekconneclan.Phis design bbosed only upon pasomeyem shown, and Is foranindivldualbu0ding component. Applicability of design parameters and proper Incorporation of component Is responsblity of budding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure dabifty dulng constructlon h the responslbllllfy of the MTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the bullding designer. For general guidance regarding fabrication, cruelly, control, storage,delivery, erection and bracing. consult ANSIpP110uality Criteria, D58.89 and SCSI Building Component 69U Parke East Blvd. Salety 19-aIfon a able ham Jmss Platg lnptilute,2BI N�Lae Street, Suite 312, AlexonQda, VA�23��o�6yA�C 1i5au em Pme S��fumher"specs re ,the design uesarethosee6ectae Ul Tampa, FL 3361P4115 4x4 = 3x4 = 3x4 = Scale-1:51.9 7.00 1] 7 8 9 10 Ill 5x8 = 2x4 II 1x4 II 1x4 II 3x6 II 3x4 = Bx10 II r.aD z-aD 7-e-o i ++-ao Itaaota2"0 1.4-0 1.ao so-o 4AU 1-40 4s-o _ 2-o-0 Plate Offsets (X Y)- 16�0-3-4 0-3-01 112:0-0-00.1-B1 117,0-2-8 0-2-01 1200.5-e 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toe) Udell L/d MATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Ven(LL) 0.13 19-20 >999 240 't,gMT20 244/190 TCDL 16.0 Lumber Increase 1.25 BC 0.53 Ven(TL) -0.16 19-20 >999 180 BCLL 0.0 ' Rep Stress [nor YES W3 0.92 HoR(TL) 0.07 it n/a n1a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 1601b FT-0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'ExcepV 4-21: 2x4 SP No.3, 11-14: 2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=1040/0-8-0, 11=853/1VIechanical Max Hom 2=882(LC 8) Max Upiift2=-799(LC 8). 11=798(LC 8) Max Grav2=1109(LC 13), 11=896(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 3.11.0 oc punins. BOT CHORD Rigid calling directly applied or4-3.1 oc bracing. WEBS 1Row at midpt 7-15.9-12 Mrrek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation ude. FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 25D(I1a) or less except when shown. TOP CHORD 2-3=1062/311, 3-4-2212/1312, 4-5=A 328/719, 5-6-7161395, 6-7=-709/445, 71 -569/488 BOT CHORD 2-22=-756/985, 4-20=-221/393, 19-20=-1899/2248, 18-19=-1037/1200, 17-18=-1037/1200 WEBS 9-12=-1076/973,8-14=-777/719,9-14=858/1019,3.22=.693/594,20-22=668/899, 3.20=-1032/1118,4-19=-1069/88D, 5-19=-118/350, 5-17=790/687, 8-17=604/704 NOTES- 1) Unbalanced roof live loads have been considered forthis design, 2) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd-132mph; TCDL-9.Opsf, BCDL=3.Opsf; h=29ft; B=45ft; L=24ft; eave=4ft; Cal. It;; Exit D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load noncencument with any other live loads. 6)' This trusslhas 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. 7) Refer to girders) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 799 to uplift at Joint 2 and 7981b uplift at Joint 11. 9) "Semi -rigid pitchbreaks including heels' Member end fitly model was used In the analysis and design of this truss. j No 53681 '= STATE ,O: Al /0NAil ,%%�.�`�, FL Cert. 6634 November 17,2014 ANAL aaVerfly Lesign pammetan aorAiDtDARSGN]MSANDIM31IefLMIFKFE(FRFfFSMLEN(I-NlJ m•I)19/1011&lCAEeSE ■ Design rolid foruse only with W.k connect... This design b based only upon parameters shown and is for an lndvldual building component. ApplIcability of design parameters and proper lncomoration of component is responslblity of building designer -not truss designer. Brocing shown Is for lateral support of Individual web members only. Addltlonal temporary bracing to Insure stolsitty duing conslrucilon is the responsiblliLy of the WOWerector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control,storage,delivery, erection and bracing, consult ANSI/7110ua9ry Offers,D55.89 and Bar Building Component 6904 Peske East shal. Salary) lbrmatl-n ble from mss plotglntitute. 78114. fee treat. Suite 312, Alexan o,VA 2314. IiSoutllem Pine {Sv) lumber �sspencifi , thedesien valsues are [hose e0ac ve 06 01/2013 byAL5C Tampa, FL 33810.x115 4xe = Scale 700 12 1x4 I 3x4 = 1b 4x4 = -"- " 34 II 3x4 = 7.12 It 1.40 2-&0 8-iao 11-all 1.1 - -0 1-0-D 1.4o d-2-0 42.0 60 5ao 2- Plate Offsets (X.Y)- f2;0-0.0.0-1-11 17;0-5-8 0.2-01 112:0-4-4 0-1-81 114:0-8-8 0-3-81 118�0-2-8 C-3-01 119:0-5-8 0-2-8I LOADING(psl) SPACING- 2-0-0 CSI. DEFL. in (too) Vdeft Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert(LL) 0.12 18-19 -999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.49 Ved(TL)-0.1418-19 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.07 11 n/a rda BCDL 10.0 Code FBC2010/fP12007 (Mal Weight: 1491Is FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 •Except• 4-20: 2x4 SP No.3, 11-14: 2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2-1043/0-8-0, 11.852/Mechanical Max Harz 2=777(LC 8) Max Uplift2=841(LC 8). 11=-765(LC 5) Max Gary 2-1107(LC 13), 11-860(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc puffins. BOT CHORD Rigid ceiling directly applied or 4.5-1 oc bracing. WEBS 1 Row at midpt 7-14 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer instalatio uide. FORCES, (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=966/350, 3.4=-2132/1315, 4-5=1387/835, 5-6=-881/580, 6-7=-813/615, 7-25=-289/250, 8.25=-2891250, 8-9=289/250 BOT CHORD 2-21=-630/866, 4-19=-215/347, 18-19=.1772/2126, 17-18=.1045/1223, 16-17=627/739, 14-16=628/741 WEBS 9-12=-1049/914, 8-14=-408/545,7-17-367/557, 5.17=645/554,5-18=-124/308, 4-18=-916/743, 7-14=-655/560,9-14=-961/1110,3-21=-717/816, 19.21=-56%763, 3-19=-1057/1145 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd-132mph; TCDL=9.Opst BCDL=3.Opsf; h=29ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); canglever left and right exposed ; end vertical left and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about his center. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent 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 tell by 2.0.0 wide will fit between the bottom chard and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 841 Ib uplift at Joint 2 and 7651b uplift at Joint 11. 9) "Semi phchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. o`G�P Mq No 53681 X 9' STATE F 7 Q7 r� N list,F.E�Cj`O FL Cert. 6634 November 17,2014 ANAItMX1-Ye,imdergn Nrenre@nxMaFAdfATES6NThTSAM1D fM1WED IIIhXNFifAEMEMGENfI-.V)3rea 1/29/Iald9meaEU•E ■ Designvolid foruseore/Wth berekconnectors. Thisdedgnbbased any upon parameters shown. and is for an indvidual building component. Appllcalo ity of design parameters and proper incorporation of component 6 responsibility cf bullding all not truss designer. Bracing shown Is for lateral support of indmldual web members only. Addlllonal temporary bracing to Insure stability during construction Is the responsibility of the MiTek• erector. Additional permanent bradesigner. For of the overall structure Is the responsibility of the bullding desigFor general guidance regarding fabrication. quality control, storage, all erection and bracing, consult ANSI1TFII Quietly Cdlerla, 1XSB-119 and SCSI Building Component 69U Parka Eesl Blvd. Safety lnl¢rmalton gvo�oble hember m Truss Fiat.InsllMe.781 N. Lee Street, Suite 312 Alexandria, VA�231d Tampa, FL W61114116 fl5authem me 5P luizzpdi ece ,the devils valu®[h ¢re aze effective O6 gl/}.O1S by ALSC 5x5 = 2x4 II 3.4 = 3x4 = Scale= 1:39.9 7.00 f12 i i-0A 2-&0 9.0.0 11-e-0 17-24 �424n.n 1d0 trio 5d0 2-B-D 5-8-0 2- Plate Offsets(%Y)— 15:0-2-BEdge116:0-2-80-2-11112,0-4-00-1-81116,0-2-120-2-4111T0-2-120-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toe) War L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.78 Verl -0.26 16-17 >898 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.85 Van(TL) .0.72 16-17 >321 180 BCLL 0.0 ' Rep Stress Incr YES We 0.55 HaR(TL) 0.07 11 n/e me BCDL 10.0 Cade FBC20107TPI2007 (Malrix-M) Weight: 142 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.1 'Except' 6-10: 2x4 SP No.2 SOT CHORD 2x4 SP No,2'Excepl' 4-18,7-15: 2x4 SP No.3, 11-14: 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP Na.3 REACTIONS. (Ib/size) 2=104010-8-0, 11=853/Mechanical Max Hors 2=670(LC 8) Max Uplift2=-873(LC 8), 11=-798(LC 5) Max Grav 2=1092(LC 13),11-853(LC 1) FORCES..(Ib� -Max. Comp./Max. Ten. -All forces 250 (Ib) or toss except when shown BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc puffins. BOT CHORD Rfgid ceiling directly applied or 6-0-0 oc bracing. WEBS 1Row at mill 6-17 recommends that Stabilizers and required cross bracing iMiTek be Installed during truss erection, in accordance with Stabilizer stallatioguide, TOP CHORD ' 2-3=-1040/515, 3-0=-2063/1288, 4-5=-2572/1851, 5-6=-2469/1882, 6-7=-840/704, 7-8=-838/711, 8-9=-306/273 BOT CHORD 2-19=-670/898, 4-17=-690/788, 16-17=-770/886, 7-16=-298/388 WEBS 9-12=-1057/972, 8-14=-772/802; 14-16=-253/390, 8-16=-581/704, 9-14=-961/1080, 6-17=-1235/1601, 3-19=-572/419, 17-19=547/825, 3-17=-1034/1099 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-170mph (3-second gust) Val32mph; TCDL=9.Opsf; BCDL=3.Opsf h=29ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; El GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 6)' 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. 7) Refer to girders) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8731b uplift at Joint 2 and 798lb uplift at joint 11. 9) "Sen igid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. No 53681 :A STATE F Z i ♦ FL Cert. 6634 November 17,2014 ®NARH[NJ Yu•I!/Oaign FanmeRn aoCflFAD MI]fSGNTNISAHU 1H11MFa Nf1]'KaFFFR£ME FABEHrI Nlla mr. I(Fa(Fp[1aFFPNEU3E Design valid for use only with Walk connectors. ihb design B based only upon parameters shown and is for an individual building component. �� cab of tlesign Parameters and propdam,omorationof component Is responsib0lN of bullding designer -net iruv designer. Bracing shown 'A oHhe It for lateral suppod of Indldtlual web membeonly. Additional temporary brodng to Insure dobl�ty tluring conshucllon Is the responsibility F1 sSl�ek• erector. fjdditionot permanent bmdng of the overall slm- is the responsibll1N of the bulltling designer. For general guidance regording fabrlcetian.q.alliy control. storoga, deliverye_a and bracing, call ANS17fPl1 quality Crilana, DSB-89 and BCSI BYIItlIng Component 'v' fi901 Parke East Blvd. Sa/eN intorma1'lIoin a'able ham Truss Plate Inss'Itute,7BI;V. lee Street. Stile 312. Alexandria, A p23316. 1f Seuthetn an. Sp�Jul issic. ri, d, tnedeslplvalues era tisane a do,vc ft6{0l(2013 asy ALiD Tempe, FL 33611 Jab Truss Truss Type Dry Ply Newman Res. l J Y T6635262 27045 C19 Hell Hip 1 1 ti a EastcowstTN56. Fon PkR@FL ad9Ge l.o.ry SJYI II[V,Vm11 YR 1,lYYiu,e; In0. mu,- I, Yo.ao.,,-. 1-40 ' 1413 4.40 4.841 5-S-0 4x8 = 2x4 II 3x4 = 3x4 = 3x4 = Scale = UT7 o c 7 10 101 ],00 12 34 i a 3x8 i 4 4 3 2 8 16 ° �$ 4x8 = 17 bx6 = 12 11 1 20 19 4x4 = 13 5 4 54 = 3x4 = 2x4 2x4 I 7x10 13x4 11 axe II �$0 { 2-&0 ]-PO i 11-8-0 I 17-2-0 �1 1dg 1d0 ddg .0 i n 9 e Plate Oftsets(X.Y)- f5:0-5-8.0-2-01.112:0-4-00-1-81116:0-2-120-2-01 f180-5-80-2-81 LOADING(ps) SPACING. 2-0-0 C51. DEFL. in (too) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert(ILL) 0.11 17-18 >999 240 MT20 244/190 TCOL 15.0 Lumber Increase 1.25 BC 0.50 Vert(TL) .0.14 17-18 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.56 Holz(TL) 0.07 11 1 , n/a BCOL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 132 lb FT-0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except' 4-19,6.15:2x4 SP No.3, 11-14:2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=1040/0-8-0, 11=853/Mechanical Max Horz 2=564(LC 8) Max Uplift2=-901(LC 8), 11=-823(LC 5) Max Grant 2=1074(LC 13). 11=853(LC 1) BRACING - TOP CHORD Structural wood sheathing already applied or4-0-13 oc punins. BOTCHORD Rigid Calling directly applied or 4-7-7 oc bracing. MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer FORCES. (Ib) -Max, Comp./Max. Ten. -All forces 250 (ib) or less except when shown. TOP CHORD i 2.3=-1012/633, 3-0=-2052/1428, 4-5=-1273/960, 5-6=-1077/1003, 6.7--1067/995, 7-8=-1067/995, 8-9=392/359 BOT CHORD 2-20=7091863, 4.18=2311354, 17-18=1625/2029, 16-17=-895/1071, 6-16=-386/516 WEBS 4-17=994/781, 5-17=-126/343, 9.12=-1061/1006, 8-14=-752/820, 14-16=312J324, 8-16=-743/794, 9-14--1012/1104, 3-20=614/498, 18-20=641/771, 3-18=94111025 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-secand gust) Vasd-132mph; TCDL=9.Opsf; BCDL-3.0psb h=29ft; B=4511; L-2411; eeve=4tt; Cat. I% Exp D; Encl., GCpl=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOU1.60 3) Provide adequate drainage to prevent water pending, 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent with any other live loads. 6)' This Wss has been designed for a live lead 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 chard and any other members. 7) Refer to girders) for truss to truss Connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 901 lb uplift at joint 2 and 823 lb uplift at Joint 11. 9) "Semi -rigid pltchbreaks including heels° Member end fuxfty, model was used in the analysis and design of this truss. J`,,aP� �S i��Mq , 00 I Na 53681STATE OF 4U Z AE •,�S1s �� N All E�Ji�� FL Cert. 6634 November 17,2014 AMAANfMi.YeRfF.]ert),rpanM@n.uJa£AO M7FSGN TMSM9flQW0 MIIFKREFFflf.1'SPAGEM(1-I4)3 reS I/19fE014&FdICUX Oesigavafd lar.cmIywith Wakconnecti ihlsdaegnhbased anNupon parameteaehawn. andisforan Individual building component. Applicabinty of design parameters and proper Incorporollon of component 9 responsibility of building designer. not Truss deslgmvr Bracing shown Is for lateral support of lnuMdual web members only. Additional temporary bracing to Insure stability during construction is the responslblllity, of the erector. Addlllonol permanent bracing of the overall structure is the responsiblilty, of the building designer. For general guidance regarding MiTek' fab loalion, quanty control. storage, delif erecli and bracing, consult ANSI/ml1 Quality offers, DSO-89 and BCSI Bonding Component 69U Parka East BIM. 5afaryfnformatlon q a'able tram isua PlatalnliNle. 781 N. Lee heel. Suite 312. Alexondrio.V p231d If Southern Pine15P lumber issperdie�, the design va ua, are those eHe;% 901/f0136yAL5C Tempe, F139816d115 74-0 17-2-0 • '1-0i t-a-0 tiA a4-0 0. 2-01 31:n SBO 3-0-0 0 ]-0 Style = 1:39.2 4x4 = 6 4x4 = 2x4 II 3xd = 3x4 = 7 8 9 zoo 12 w 3x8 s y 3,6 4 0 3 2 i 9 16 y 4x8 = 18 17 4x8 = 12 11 21 20 4x4 = 15 14 13 508 = 3x4 = 2x4 l 3x4 = 2x4 7x70 13x4 11 34 I 7A-0 1<p 1+0 d;A o. ca z-p-0 zoo sa-0 z-12-10 Plate Offsets (X Y)— 112�0-4-4 0-1-8I 116'0-2-12 0-2-01 fl9'0-5-8 0-2-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (lac) VdeO Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Ven(LL) 0.16 16-17 >999 240 MT20 2441190 TCDL 15.0 Lumberincrease 1.25 BC 0.59 Vert(TL)-0.2116-17 >999 180 BCLL 0.0 ' Rep Stress Incr YES We 0.51 Hoa(TL) 0.08 11 n/a n/a BCDL 10.0 Code FBC201 QTP12007 (Matrix-M) Weight: 1271b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No,2 TOP CHORD Structural wood sheathing directly applied or 4-1-11 cc puffins. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid calling directly applied or 4-9-6 cc bracing. 4-20,7.15: 2x4 SP No.3, 11-14: 2x6 SP No.2 MITek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be Installed during truss erection, in accordance with Stabilizer 111nstallat WEDGE on guide. Left: 2x4 SP No.3 REACTIONS. fib/size) 2=1040/0-8-0, 11=853/Mechanical Max Harz 2-458(LC 8) Max Up11112=-921(LC 8), 11=-742(LC 5) Max Grey 2=1043(LC 13), 11=853(LC 1) FORCES. (Ib)-Max.Comp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 2-3=-986/502, 3-4=-1982/1327,4-5=1296/930,5-6=-1212/958, 6-7=-1554/1200, 7-8=-153811200, 8-9=-555/456 BOT CHORD 2-21=-557/849, 4-19=-152/340, 18.19=-1500/1997, 17.18=-795/1053, 16-17=-1210/1565, 7-16=-3151425 WEBS 5-18=-636/907, 6-17=-822/675,4-18=-970/722, 9-12=-1054/908, 8-14=-773/759, 14-16=410/461, 8-16=-822/1049, 9-14=-97511184, 3-21=593/449, 19-21=-484/747, 3-19=-896/1008 % I 1) Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd-132mph; TCDL=9.Opsf; BCDL=3.Opsf, h=29ff; B=45ft; L=24ft; eave=411; Cat. II; Ns(�.�C�11 �- Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 No 53681 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. - • 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. the bottom in where a rectangle 3-6-0 tall by 2-0-Owide will ❑ -Q ; �` Ile, 0 �� „"si 7,l STATE F A 6)' This tmss'has been designed fare live load of 20.0psf on chord all areas �' �i� ••,.0 � fit between the bottom chord and any other members. 7)Refer to for truss to truss connections. ,(k / P C1 �, �` •; 0R ID••'G,N %' girder(s) mechanical8) Provide connection (by others) Rlofuplift atand 7421b uplift at p N A� joint 9) gid pltctlbreaks Including heels" end fixity was used In the and designofhlstruss. , FL Cert. 6634 November 17,2014 QNRxMNnl deryr,arisriesraiporfl 8Aa1ES6N'mr6AN01M180Fd MfIFKN[fEREMf pA6ENr1 l4lJ ren 1/39/20118470i lRE ■■■■ Design vclid for use only with Wei connectors. This design B based any upon parameters shown, and is for an lndvIdual building component. App Icabllity of design parameters and proper incorporation of component § responsibility of building designer- not truss designer. Bidding shown Is for latemisuppod of intlivlduol vreb members only. Additional temporary bracing to Insure stability during construction is the responsibility of the NiiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer, For general guidance regarding fabrication, quality control.storage,delivery, erosion and bracing. consult ANSIRPI I Quality C111erla, OSB.B9 and SCSI Building Component 69N Perk. East SIW. S fety lnfesmalion q 1lable tom Truss Flats;Institute, 7810. Lee Sheet, Suite 312, AIexandlla,V 231d /iSoethi pmelSpF hunberisspal.hed,thaddslVVJIUMISare LhasecffecLive 06 O1jtA13 by ALSC Tampa, FL 33610l J TN55 TNSSTypa Gly Ply NCWmen Res, I 1 T66352W 27845 C21 Roof Special Girder 1 1 Job Reral (optional' EEel mast Truss, on Fame, rl-:s. 244 ' 140 ' 1- 0 2. O 4-0 0 41 = 4x4 = 6 6 7.00 F12 3xe cs axe i 4 d Cs 3 a3 N 2 9 18 17 4x8 = 3x4 = 4x8 = 21 20 3x4 = 2x4 II 5,6 = 4.9 4 Scale=1:38.9 44 M18SHS = 3x4 = 4x10 = 7 8 B 25 7 10 7 0 ¢ .5 N I 16 i 3x4 = 11 )d 15 14 28 13 12 1x4 II 10x12 = 3x4 II 3x4 II ae II 1.4 II 1-0-0 2-&0 I 500 I &0.0 11- 0 14ko I 1&2A Plate Offsets (X.V)- 15:0-5-8.0-2-01.19:0-3-8.0-2-01.112:0-4-8.0-1-81. 114:0-6-12.0-7-01 119:0-5.8.0-2-81 LOADING(pst SPACING- 2-0-0 CSI. DEFL. In (loc) Itself L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.93 Vert(LL) 0.35 16 -648 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.39 16 >591 180 M18SHS 244/190 SCLL 0.0 • Rep Stress lncr NO WB 1.00 Horz(TL) 0.11 11 fire n/a BCDL 10,0 Code FBC2010rTP12007 (Matrix-M) Weight: 121 lb FT=0% LUMBER. BRACING - TOP CHORD ;2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-13 cc purlins. SOT CHORD ''2x4 SP No,2 *Except* BOT CHORD Rigid ceiling directly applied or 3-3-10 oc bracing. 4-20: 2x4 SP No.3,11-14: 2xe SP No.2 WEBS 1 Row at midpt 9-14 WEBS '2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, In accordance with Stabilizer [installationguide. Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=1114/0-8-0, 11=10701Mechanical Max Harz 2=352(LC 25) Max Uplift2=-1045(LC 8). 11=1065(LC 5) Max Grow, 2-1163(LC 29). 11=1248(LC 30) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=11471825, 3-4=225611674, 4-5=.1676/1331, 5-6=-1989/1661, 6-7=-2229/1833, r 7-25=-3707/3050,8.25=-3707/3050,8-26=-2834/2398, 26-27=-2834/2398, 9-27--2834/2398 BOT CHORD 2-21--761/982, 4.19=-290/403, 18-19=-157012105, 17-18=-116111488, 16-17=.3055/3715, 14-16=2397/2822 WEBS 4-18=-681/446, 5-18=-111/293, 5.17=-544/734, 6-17=655/898, 7-17=2126/1742, \\EL is yd/// 9.1 2=-1 232/1128, 3.21=-722/554, 19-21=703/895, 3-19=886/1051, 8-14=-790R72, 9-14=-2560/3026, 7-16=-327/400, 8-16=79911046 \\\ / \ ♦♦♦ �1P• , •, E N,q�• NOTES- Unbalanced,rooll ♦,♦♦�NG•.��G 1) live loads have been considered for this design. N 0 53681 2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL=3.Opsf, h-29ft; B=45ft; L=2411; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending./< 4) All plates are MT20 plates unless otherwise Indicated. STATE FF��-------lii4��: 5) Plates checked for a plus or minus 0 degree rotation about Its ter. cen 6) This truss has been designed fora 10.0 lost bottom chord live load donconcument with any other live loads. •� ., /O A' P,•� 7)' This truss has been designed fora live load of 20.Opsf on the bottom chard In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �� ••, C 0 R I O N %' fit between the bottom chord and any other members. s • ♦ S%%%% 8)Refer to girder(s) for truss to inks connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10451b uplift at joint 2 and 1065 lb uplift at //SRO N A /////If � 1\\\\ Joint 11. 10) °Semi -rigid pitchbreaks including heels" Member antl fixity, model was used in the analysis and design of this truss. 11) Hanger(s) or other connection devIcl shall be provided sufficient to support concentrated loll 187lb down and 1651b up at FL Cert. 6634 164-12, and 161 lb down and 901b up at 17-10-12 on top chord, and 538 lb down and 397 He up at 14-3-0, and 351to dawn and 38 lb up at 16-4-12_ and 691b down and 171b up at 17-10-12 on bottom chord. The designtselectlon of such connection device(s) is the November 17,2014 Assisi VaRr Casio panels No adREAp Aa1E5 GNTRSAND HiC20i N2TINWEMACE PAGE NIF2423 m, 2/29/201492F69M Design valid for use only with Wei connectors. Thh design Is based only upon parameters shown, and is loran lndlNduai building component. Appllcablity of design parameters and proper incorporation of component 6 responsibility of building designer -not truss designer, spacing shown Is for lateral supped of inelvidual web members only. Additional temporary bracing to Insure stablllty during construction is the respcnsferity of the WOWerector Additional permanent bracing of the overall stmclure Is the responsibility of the building designer. For general guldcnce regarding fabrication, qu11lIality control, storage, delivery, erection and bracing. consult ANSVIPII Quality Chiefs, OSB-89 and BCSI Building Component 6904 Perk. Be Blvd. I?Wyl%forr Pna 1.5P1abIm„pm7�znacPl 11i Irnist�liriunnlaN,:.Le�l,t�uetiieli�3:iu wl�fu�itivn' VA�nil/4in1xbyasttS Tampa, FL 33610-4115 Job TN99 TN59 Type Gty Ply Newman Rea. a a T6635384 2l C21 Roof Special Glyder 1 1 East Cona Trost, Fort Pierce, FL. 34946 7.530 a Jut 117014 MITek Indudries, Inc. Mon Nov 17 08,25:202014 Page 2 ID:kFeScOSnikjkiippr4COVcyJJjG-nTIH WYD9LVuPludSCCBbHxd2PIyfLSV WOOEgwTylLez NOTES- 12) In the LOAD CASE(S) section, loads applied to the face of the truss ere 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 Vent 1-5=-70, 5-6=-70, 6-7=-70, 7-10=40, 20.22=-2D, 16-19=-20, 11-15=-20 Concentrated Loads (Ib) Ven: 13=1 D(B) 14=-285(B)26=-20(B)27=1IBIS) 28=18(B) A WAsuam-Yeril/dl'nue,sornw FFADMUSGx 7799,UD rrdlra ED Mr1FRftafFRFIRFMGENft-1473 re. 11"12014 a suc Design valid for use only with Wek connectors. This design is based any upon parameters shown and is for an individual building component. �� Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. trading shown Is far lateral support of Individual web members only. Addlllond temporary bradng to Insure stability during construction is the respombillity of the MiTek' erector. Additional permanent bracing of the overall structure is the resporrabllity of the building designer. For general guidance regarding fabrication, quality control,storage.delivery, erection and leading. consult ANSIRPII Duality Criteria, all and SCSI Bulling Component 6904 Parka East Blvd. S 1etylntormalipn w_Q�oble hom jross Plat, Injlltule, 761jLee itract, Suite 312, AIexanQtla, VA�0 al I�Sst ar FFine aJYY lumherrsspecihe ,thradesr rautsearettrose eHeceve 0066 /f013hy A[SC Tampa, FL Sell 15 Job Truss Truss Type Oty, Ply Newman Ras. 1 " 1 T6635265 27845 C22G Hip Girder1 1 Job Reference (optional East Coast Truss. Fort Plell FL 34946 -2-0-0 td0 2-&0 G 7.2.0 noteBJmllxp]4 inn eB utuderu.mc. manrvov uua:xa:xc xuw ra,u, ID:kFcScOSniNkiippr4C0ycyJJjGiml xEFwt9877BngkcD3MMiOvVimpVGp3lgn_LyILo 11d0 1 -B- 13-0.0 14d0 2dd 1-0-0 1do 42-0 4-2-0 1d0 1do Scale=1:29.3 5x5 = 1x4 11 5x5 = 2x4 11 5 24 6 25 7 82.4 11 4 7.00 12 310 r, 3x6 9 3 0 d 1a ry 2 5 13 II4 26 27 14 28 29 I$[d 4a = US = 08 = 17 19 12 11 1 3x4 = 2x4 11 2x4 II 3.4 = B8= 64 1do �z.ao 1 7-z.o I n-so i laoa I�o� ido id0 d8o 4b0 1d0 ido Plate Offsets (X V)- 15'0-2-8 0-2-11 I7*0-2-8 0-2-11 113*0.2-12 0-2-01 rl5,0-2-12 0-2-01 LOADING(psf) SPACING- 2-0-0 C51. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.93 Ven(LL) -0.19 13-14 >918 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.73 Ven(TL) -0.27 13-14 >636 180 BCLL 0.0 ' Rep Stress Incr NO We 0.41 Horz(TL) 0.10 10 file n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 801b FT-0% LUMBER- BRACING. TOP CHORD 2x4 SP No,2 TOP CHORD Structural wood sheathing directly applied or 3-2-8 oc puffins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid telling directly applied or 5-7-2 oc bracing. 4-16,8-12: 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be Installed during truss erection, In accordance with Stabilizer WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (Ib/size) 2=691/0-8.0, 10=492/Mechanical Max Hom 2=191(LC 8) Max Uplift2=956(LC 8), 10=-611(LC 8) Max Grav 2=1270(LC 36), 10=1130(LC 31) FORCES. (Ib)- Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3-15391717, 3-4=2694/1319, 4-5=-2782/1344, 5-24=-3149/1743, 6-24=-3149/1743, 6-25=-3149/1743,7-25=.3149/1743,7.8=.2843/1453, 8.9=-2755/1413, 9.10=.1613/872 BOT CHORD 2-17=-584/1281, 15-26=-1079/2224, 26-27=-1079/2224, 14-27=-1079/2224, 14-28=-1062/2162, 28-29=1062/2162, 13-29=-1062/2162, 10-11-878/1319 WEBS 6-14=-274/265, 5.15=-267/933,5-14=.722/1119, 7-14=-645/1106, 7-13=-378/958, 3-17=-913/443,15.17=575/1318,3A5=-606/1130, 9.11=885/454,11-13=-679/1373, 9-13=-489/1058 \IIIIII111/�� NOTES- Continued on page 2 ,\\ ,�P ,...... G E SF.ti j�n ��- 1) Unbalanced roof live loads have been considered for this design. ���G•• V� 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.0psf, BCDL-3.Opsf; h=29ft; B-45111; L=24ft; eave=4ft; Cal. II; Exp D; Encl., GCp1=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 • No 53681 r - plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about Its center. -^"� / �'� /----1 _ . '� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenlwith any other live loads. 6) • Thls truss has been designed fore live load c120.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wlde will � ,' STATE F the �0 •: �� �� fit between bottom chord and any other members. 7) Refer to girders) for truss to truss connections. A �' C 0 O P•' N %' 8) Provide mechanical connection (by others) of truss to bearing capable of withstanding 9561la uplift at joint 2 and 611 lb uplift at . R �j� ss •• plate joint 10. �j�%\\\ 9) "Semi --rigid pitohbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. 10) Hanger(s) or other Connection device(s) shall be provided sufficientto support concentrated load(s) 126 lb down and 781b up at 3-0-0, 126 It, down and 78 It, up at 5.0-12,126 Ib down and 78 Ib up at 7-0-12,126 Ib down and 78 lb up at 7-3-4, and 126 lb down and 78 Its up at 9-3-4, and 126 Its down and 78 lb up at 11-4-0 on top chord, and 514 lb down and 1961b up at 3-0-0,122 to down and 55 It, FL Cert. 6634 up at 54J-12, 1221b down and 55 lb up at 74-12, 1221b down and 55 Its up at 7-3-4. and 122 lb down and 55 Is up at 9.3-4, and 514 Ib down and 196 Its up at 11-3-4 on bottom chord. The deslgn/selection of such Connection device(s) is the responsibility of others. November 17,2014 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ®stuv6rts-w&r design yenmeaa aaCaE1 wror0NradANe ite:iwsc NfiafREFFAEM£F.1pENlf-)A)3 m% r7aaJ3ara taiwom Design valid for use only Win Welk connectors. thh design is based only upon parameters shovm. and is for an Ill building component. Applicability of design parameters and proper Incors,cration of component Is responsiblity of building designer - not truss designer. Booing shown �1 Is for lateral support of individual web members onl✓. Addillon°I temporary bracing to Insure stability during constneflonlbuildingItthe responslblillty of the Additional permanent bracing of the overall structure is the responsibility of the bug designer. For general guidance regarding NllMOWerector. fabrication, o llty control,storage.delivery, erection and bradnSg, consult ANSfyrPll QualityCrIll DSB-89 and BCSl Building Component ON Parke Best Blvd. �..i rrnrm°6ino�io�°IulmrMmf Tias.:PlatfQ Iw{�ii::.'fiat<N',teenfi�im:taS.nlih3.:cm'alii °rnr�°"fsG�nii%int xs.,.nl cC Tampa,FL336f0.4115 Job Truss Truss Type Qty Ply Neiman Res. s, s l T6635265 27845 C22G HIPGINef 1 1 (potation East Coast Truss, Fort Pierce, FL. 34946 7.530 5 Jul 112014 Mines In sonnets. Inc. Mon Nov 17 08:25:222014 Page 2 IO:kFcScOSnikjkiippr4COYcyJJjG-jls1xEFw19B77BngkcD3MMiOvYimpVGp3K4r LylLcx LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=70, 5-7=-70, 7-10-70, 16.18=2Q 13-15=20, 12-21=20 Concentrated Loads (lb) Vert: 5=35(B) 7=35(B) 6=69(B) 14=-13(B) 24-35(B) 25=35(B) 26=48(B) 27=-7(B) 28=-7(B)29=48(B) ®N.ULwMi.yentrueayn panmeTnxuJnF/0N)RSGNItRSN/OIraSDED MtiFKFFFFR£MEMGENfI-K)3 re. 1/n/Z014B RIa lISE Design valid for use only vdth Walk connectors. This design Is based only upon Parameters shovm, and is for on Individual bvllding component. Appllcablllty of design parameters and proper Incorporation of component B responsbllity of building designer- not Irua wn designer. Bracing sho ��- 11for lateral support of lndivldual web members only. Additional temporary bracing to Insure stability during constwcllan is the responsibility of the erector. 'Additional permanent bracing of the ovem0 structure Is the responsibbty of the buulding deslgnee For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSIpPll Quarry World, TWIN? and BC51 Building Component Safety Information aable 0omTwss Plate ln�titule. 78IN. Lee Sheet. Sure 312 Alexond4a, Vqq 2314. It5outharr Pme�SPylumberisspar to ,thedevgn valueslrethazeetfectsh"Ob CIL 2013I4yAL5C MiTek' 6904 Parke Fast Blvd. Tampa, FL336104115 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. 0/16" T U"�For,4 x 2 orientation, locate plaes 0-'As' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION 7 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 numberwhere bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII: 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. Numbering System ' 6-4-8 (dimensions shown t t ft-in-sixteenths III (Drawings not o scale( I 2 3 TOP CHORDS 0 of O x U 0_ O Cl Qz O U O r— JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS [CC -ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 © 2012 Mffek® All Rights Reserved 11111101111110 W1 g M!Teka MiTek Engineering Reference Sheet: MII-7473 rev. 01129/20T3 A General Safety (Votes 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 SCSI. 2. Truss bracing must be designed by an engineer. For vide 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 of joint locations are regulated by ANSVIPI I. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/rPI 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. Comber is a non-structural consideration and is the responsibility of truss fabricator. General practice B 10 camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and sae, 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 of 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is notsufficient. 20. Design assumes manufacture in accordance with ANSV PI 1 quality Criteria.