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HomeMy WebLinkAboutTRUSS PAPPERSLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® rermr-I ISII- O�l�y RECEIV-7U FEB BB 2016 � RE: 73197 - Harbour Ridge Sales MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FLOIDANNED Customer Info: Proctor Construction Project Name: Harbour Ridge Sales Model: BY Lot/Block: Subdivision: Address: unknown St. Lucie County City: St Lucie County State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TPI2007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 55.0 psf Floor Load: N/A psf This package includes 29 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name I Date No. Seal# ITruss Name Date 1 1 T7975068 A 2/11016 118 IT7975085 JE1 2/1/016 12 IT7975069 IA1 I2/1/016 119 IT7975086 IJE3 I2/1/016 I 13 IT7975070 ATA 2/1/016 120 IT7975087 IJU 2/1/016 14 IT7975071 IATB 2/1/016 121 IT7975088 IKJ3 I2/1/016 I 15 IT7975072 ATC 2/1/016 122 IT7975089 IKJ5 2/1/016 16 IT7975673 IATD I2/1/016 I23 IT7975090 V4 2/1/016 J 7 IT7975074 ID - 211/016 I24 IT7W5091 IV8 2/1/016 B T7975075 DE 211/016 25 1T7975092 IV12 2/1/016 19 IT7975076 IE I2/1/016 126 IT7975093 IV16 I2/1/016 I 110 IT7975077 IGRA 2/1/016 127 IT79750994 2/1/016 11 IT7975078 IGRD 12/1016 12 7 IT9 1V0 V24 2/1/016 I IT7975079 1GRE 2/06 2/1/016112 113 IT7975080 1J1 I2/1/016 I 14 IT7975081 JJ3 2/1/016 15 T7975082 IJ3A 12/11016 16 IT7975083 JS 2/1/016 117 IT7975084 J5A 2/1/016 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2017. 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, per ANSI/TPI-1, Chapter 2. .`��`Z' •'�\LENS• ;9�•'•� ev Thomas A. Alban) PE No.39360 Mmek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1 Albani, Thomas 1 of 1 Job Truss Truss Type Cry Ply Hallour Ridge Sales T]W506a 73197 A HIP 2 1 Job Reference o fional Chambers Truss. Fool Reree, FL/.ti9ussepzgzmo..-.nuu--..ne.-1.- a,.nv.4a MG rage, ID:sG9616SkuZZCDGXdilChnCyZVa9-7aPtldV1DOZNIRjBICz5zJ_8FFEPwRJKsssK30zpXK4 24-D a-a0 1S2a1 L] 27-0-0 33-60 36a0 2-0-0 Mo aa90.B S1a13 a0-9 ae-0 2-0-0 Sx8 MTI BHS= 3x4 II 3.6 = 3x4 = 5x8 MT18HS= Scale=1:62.6 3x6 3x5V= axs 3x8 = 3x4 = axs 3x5 = 3x6 3x8 M II LOADING(Psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 150 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSL TC 0.51 BC 0.38 We 0.72 (Matrix-M) DEFL. Veft(LL) Ven(rL) Horz(TL) Wind(LL) in Coe) Vtlefl Ud -0.06 13-14 >999 360 -0.2613-14 >999 240 0.06 10 n/a n/a 0.0813-14 >999 240 PLATES GRIP MT20 2441190 MT18HS 244/190 Weight: 217 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4.1-12 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-2-6 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 6-14 SLIDER Leff 2x6 SP No.2 2-7-11, Right 2x6 SP No.2 2-7-11 MiTek recommends that Stabilizers and required cross bracing be Installed during muss erection, in accordance with Stabilizer Installation aulde. REACTIONS. (lb/size) 17=1980/0-8-0, 10=1980/0-8-0 Max Ho217=-13(LC 4) Max Upliftl7=-1285(LC 4). 10=-1283(LC 5) Max Gravl7=2395(LC 9), 10=2395(LC 9) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-238/561, 2-26=-2284/1053, 3-26=-2156/1079, 3-27=-2682/1432, 4-27= 2662/1432, 4-5=-2682/1432, 5.6= 2682/1432, 6-28- 2683/1433, 7-28=-2683/1433, 7-29= 2155/1077, 8-29= 2284/1052, 8-9= 241/562 BOT CHORD 15-16= 664/1678, 14-15-664/1678, 13-14= 1056f2422, 12-13=-652/1678, 11-12---652/1678 WEBS 2-17-2206/1245, 2-16=-719/1545, 3-14- 558/1029, 4-14_ 539/435, 6-13=540/421, III I1111// 7-13=560/1031,8-11=720/1545,8-10=-2206/1243 NOTES- Unbalanced roof live loads have been considered for this design. ��NS,A.,A<e°�,j E N SF :q2/,�i 1) %��'`\�� - 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst; BCDL=3.Opsf; h=19ft; Cat. II; Exp C; Encl., GCpi-0.18S •• No 3938Q. C-C Exterior(2) 0-0-0 to 3-9-10, Interior(1) 3-9-10 to 9-0-0, Extedor(2) 9-0-0 to 32-4-8, Intedor(1) 32-4-8 to 36-0-0; cantilever 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- b ; 5) This truss has been designed for a 10.0 psf 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 tall by 2-0-0 wide will E fit between the bottom chord and any other members. �'• 7) Provide mechanical connection (by others) of muss to bearing plate capable of Withstanding 1285 lb uplift at joint 17 and 12831b uplift at �� (� O R 1 V.•• joint 10. • 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this muss.�����ISiOII AI it,111, Thomas A. Albanl PE ND.39380 Mtfek USA, Inc. H. Ceft 66M 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2016 A WARNING. Vedtydealgnparamafen:and REAONOTESONTHISANOINCLUOEOMREKREFERANCEPAGEM74m3 f0/0311015BEFOREUSE De9gn vaBtl for use ONy AM Mifek® connectors. lNsdedgn B based orly upon Parameters shown antl isfor an hdNldual Wrong comPonem. not �� a trusssystem. Before use, the burolrgdesigner mustvedfy theappilcablityofdesign MOrneremond aopedyincorporate thGded n Into theoverall IVltluai dMMm MoNy. AtlditlorwltemporaryontlpermanentUraclrg MiTek' GIDNrgdesign. WWhglnd tedktopreventWckilgofln webalorCt S always required for stability and to prevent collapse with Wssmle persawl 8lUay asxf property damage. For general guidance reri Me fobrkatbn. storage, delNery, eracfion and bracing of fnnses and buss systems, seeMSI/IPII Quality Criteria, DSS-69 a" BCSI Buildhg Component 6904 Parke East BNd. Safety Information avoloNe from truss Plate Institute, 218 N. Lee Street. Suite 312. Alexondro, VA 22314. TaWa. FL 33610 Job Truss Truss Type Cry PN Hallour Ritlge Sales P9]5069 73197 At HIP 2 1 J b R f rence o tional Chambers Truss, Fort Pierce, FL LowseeD zu cola muert mous,ue•, ,,,_. o I D:sG9616SkuZZcDGXdiIChnGyZVa9-bmzG W z W f_JhENal LsvUKV WXljeYRfwEU56qubszpXK3 4-0t0 a-0-0 154-0 zz-0-0 2F7,6 31-o-0 33a0 4-0-19 U2, 7-0O 7P0 4a-6 4-0-to 2.4-0 3x4 Scale=1:59.6 4x6 = 3x8 = 4x6 = 3 21 4 22 6, — 3x8 = 4x6 = 2x3 11 6xe = 3x8 II 4x6 — 8-0-0 15-0-0 2240 31A0 31 033-0-0� 0.6-0 7-DO { 7-0-0 I _ _ 9 D DE zoo Plate Offsets MY)- 13:0-3-0 0-1-121 15:0-3-00-1-121 18�0-2-8 0-2-01 19:0-3-8 0-3-01 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(L-) -0.11 14-15 >999 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.3714-15 >993 240 BCLL 0.0 Rep Stress [nor YES WB 0.55 Horz(TL) 0.09 9 n/a We BCDL 15.0 Code FBC2014rrP12GO7 (Mamx-M) Wind(L) 0.06 12 >999 240 Weight: 208 lb Fr=20% LUMBER- BRACING - TOP CHORD 20 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-6-9 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigld ceiling directly applied or 7-11-7 oc bracing. SLIDER Right 2x6 SP No.22-7-11 WEBS 1Row at midpt 4-14, 4-10, 6-9.2-15 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9=1963/0-8-0, 15=1687/03-8 Max Horz 15=-121(LC 4) Max Uplift9= 1273(LC 5), 15— 950(LC 4) Max Gmvg=2525(LC 9), 15=2180(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2-3=-2386/1136, 3-21=-2063/1060, 4-21=-2063/1060, 4-22=.2108/1077, 5-22-2108/1077, 5-6— 2438/1138, 7-8=0/266, 1-15— 270/175 BOT CHORD 14-15= 615/1551, 13-14— 854/2285, 12-13=-854/2285, 12-25= 854/2285, 11-25=-654/2285, 10-11=-854/2285, 9-10=645/1685 WEBS 2-14-3/394, 3-14=-222/645, 4-14=-772/372, 4-12-0/402, 4-10=-708/360, 5-10=-234/671, 6-10=0/313, 6-9=-2433/1163, 7-9— 495/435, 2-15-2376/1066 NOTES- ,,,%�.:``�•``C E N S 1) Unbalanced roof live loads have been considered for this design. 2) Wlnd: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; Cat. II; Exp C; Encl., GCpi=0.1S' NO 3938 C-C Extedor(2) 0-1-12 to 3-11-5, Intenor(1) 3-11-5 to 8-4-0, Exterior(2) 8-4-0 to 27-8-8. Interior(1) 27-8-8 to 33-4-0; cantilever right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. = ; 4}Thls truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. -fl ; 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 wiI fit between the bottom Chord and any other members, with BCDL=15.Opsf. 0, " 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1273 lb uplift at joint 9 and 950 lb uplift at 0- •'' OR 1 C{ joint 15. 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. �iess O .AL 1 /e. Thorns A. Allianl PE ND.39380 Mtrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa R.33610 Date: February 1,2016 ®WARN/NG- Verflydesfgnpare m. antl READ NOTES ON TNIS AND INCLUDED MITENREFERANCE PAGEMV`7474rev. 1"MISSEFOREUSE *� Design valid for use only with MiTeM connecfors. this design is based only upon parameters shovm, antl is for on lndlNtlual WOtling component.rot J� a fmss system. Before use. tines Wilding designer must venN r c app4i..UIfy of tlesign paramem. antl properly incorporate Ink design Into the overoli kill ■�. MiTek' WJNrxfd gn.I4ac01glndk edhtopreventb oflndlvktualtmweband/orchordMeMbMOdy.AtldieonaltemporaryondpormcnentbracDeg 6 always requrd for stabBity and to Wevent coacpse wllh posffiNe pelsa� tr11urY and Property damage For general gultlaece regarrMeg the 6904 Parke East BN& fabrication. storage, allache fromTon and brac9lg . 18 N. and trim systems s, Mexa drin Quality Criteria, DSB-e9 arM aG61 auildN9 Component Safety Information ovdlable from IIus Rate InsBMe, 218 N. Lee Sfree6 SJte 312. Plexar,tlAa, VA22374. Tarrga, FL 3361 D Job Truss Truss Type Qly Ply Harbour Ridge Sales 975070 ]3197 ATA ROOFTRUSS 2 i Jab Reference (optional) Chamber. Tm.s, Fort Pierce, FL 7.640a Sep 292015 Mnek lndaStnes, Inc. Mon Fes an I I As el 2016 Pagel I D:sG9616SkuZZcl)GXdiIChnCyZVa9-3yW ejJXHIdpS_ktXQd?Z2k3Th2u?OKjdKmaR8lzpXK2 5312 10-0-0 15-4-0 2 -0 2550 31-60 33-0-0 sa-12 1 sa4 I sao 1 sao 1 sao sao — ' zb-o 5x6 = 2x3 II 3 27 2, 4 29 30 4x8 5x8 MT18HS= Style = 1:60.8 15 14 13 12 11 10 3xa 11 4xr = 8x10 = 8x10 = 4x5 = 3x6 II ass 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.45 Vert(LL) -0.25 12-13 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.57 Ven(TL) -0.4712-13 >780 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(rL) 0.04 10 n/a We BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.07 12 >999 240 Weight: 246 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or3-2-14 oc pudins, except BOT CHORD 2x6 SP 240OF 2.0E end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-15: 2x6 SP No.2 WEBS 1 Row at midpl 16-17 SLIDER Right 2x4 SP No.3 2-6-11 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (161Size) 15=183710-3-8, 10=2107/0.8-0 Max Harz 15= 112(LC 4) Max Upliftl 5=-785(LC 4). 10=-1114(1-C 5) Max Grav 15=2617(LC 10), 10=2948(LC 10) FORCES. (Ib) - Max. CompJMax. Ten. -Aft forces 250 (lb) orless except when shown. TOP CHORD 1-23_ 2718/801, 2-23=-2556/813, 2-24=-3095/914, 3-24= 3000/933, 5-25=-3009/913, 6-25= 3111/892, 6-7= 2712/815, 7-26= 2791/803, 8-26=-2879/799, 1-15_ 2471/785, 3-27= 4012/1308, 27-28= 4012/1308, 4-28= 4012/1308, 4-29= 4012/1308, 29-30=-4012/1308, 5-30-401211308 BOT CHORD 13-14= 478/2127, 72-13= 350/2274, 1 10EV 31, 3-1 9 ♦ ♦\\_^ \SI1�111/IC ,',, WEBS 2-14= 1007/273, 2-13= 76/519, 13-16=-708/631, 3-16=-109/694, 12-17=90/645, \``\„ 5-17— 87/696, 6-12= 232/388, 6-11=-812/259, 8-11=-627/2216, 8-10=-2594/970, ♦ P A i 1-14= 587/2240, 4-18= 514/214, 3-18= 470/1599, 578=-459/1563 ♦♦ 0 •. • NOTES- 1) Unbalanced roof live loads have been considered for this design. NO 3938Q 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst; BCDL=3.Opsf; h=19ft; Cat II; Exp C; Encl.. GCpi_0.1$ C-C Exterior(2) 0-2-12 to 4-0-6, Interior(1) 4-0-6 to 10-4-0, Exledor(2) 10-4-0 to 24-1-10, Interior(l) 24-1-10 to 33-4-0; cantilever right exposed; Lumber DOL=1.60 plate grip DOL=1.60 -� 3) 200.0I1c AC unit load placed on the top chord. 15-4-0 from left end, supported at two points, 5-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) The Fabrication Tolerance at joint 13 = 12 % •' • .. R . • • �` ♦♦♦ 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ....... •' • •' • • (�� ♦♦♦ 8) fit between truss has he been tl horn and any other to d of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will g1bers.jt0 N A; \\\\\♦ 111111 9) Ceiling dead load (5.0 pst) on member(s). 16-18, 17-18 Thomas A. Annual PE No.39380 10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 12-13 MRek USA, Inc. FL Cert 6634 11) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 7851b uplift at joint 15 and 11141b uplift at 6904 Parke East Blvd. Tampa FL 33610 joint 10. Data: 12) "Semi -rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Fahrl lary 1 9016 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABI I ABLE ®WARNWG- Verhydeslgnparametess Bad RUDNOTES ON THIS ANDINCLUDED UMEKREFERANCE PAGEMU-74"coe, 1Wa3Q01SREFORE USE. Design scald for use only with MITekSconnectors. lhlsdedgn Is based only upon parameters shown, and k for an llldlvid al BuOdirg component, not a fuss system. Before use. the bmIdW designer must very Inc oppllcoblily of design poramefers and properly incorporate Me design Into tho overall biuldngdesign. Bracing Indicated is to WcZIW of Individual fuss web and/or chord members only. Addeotml temporary and permanent bracfsg MiTek• prevent Is dwoW rea sired for sfablly and to prevent collapse wllh po date personal fllary and properly damage. For general guidance regaal the fabrkations storage, derNery, erecion and bracing of fuses and Irus systems seeANSUVII Quality Criteria, DSS-89 and SCSI Bulldog Component 6904 Parke East BNd. Safety INormaton avcalable fom truss Rafe Insflute, 218 N. Lee Street, Suite 312, Alexardda VA 22314. T.rna., FL 33610 p Truss runs Type Oty Ph/ Hon"T" flitlge Sales T]9]50]0 131W ATA RODFTRUSS 2 1 Job Reference o tional Chambers Truss, Fort Pierce, FL 7."0 a Sop 29 2015 MTek IndUrtries. Inc. hoes Feb Of 11:96:01 suit, Page t ID:sG96l6SkuZZcDGXdiiChnCyZVa9.3yW ejJXHIdp5_ktXOd?Z2k3Th2u?OKjdKmaR8lzpXK2 WARNING -VerHy dasignpalamelsns end READ NOTES ON THIS AND INCLUDED MIFEKREFERANCE FAGEMO-7473 rev. 1eDL201SSEFOREUSE Design Ialld for use orty WM MITaM connectots. Rill deign k based oNy upon parameters shown, and Is for an hldlNdual WIc ing component, not a Inm system. Before use, the bulldirlg destglor must yedry the OpP11cob9iry of design parameters and properly Incorporate gas design Into llo overall t itlhlgdaslgn. SacinglntllrgledhtopreventWcklllgoflndlvklualhusweband/orchortlmembersoNy. Additionallempotaryantlpermarlenlbtac111g MiTeK Is ay,, myWed for stoMity and to prevent collapses wlih PoslAe personal Injury and property damage. Forgenemiffuldanceregardn Me fabdCOOpn, storage, delMery, eracdpn and IXockq of brasesond Irussystems, seeANSI/IPII 9uonry Cdleda, DSS-89 antl SCSI Building Component 004 Parke East Blvd, Safety Information cb allable from lnas Nate Institute. 218 N. Lee Street Slite312. AJexandda. VA22314. Terry., FL 33610 Job Truss Truss Type Qly Ply Harbour Ridge sales T79]50]t 73/97 ATE ROOFTRUSS 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Sep 29 2015 MTek Industries, Inc. Mon Feb 01 11:46:51 la 1w Page 1 ID sG96l6SkuZZcDGXdilChnGyZVag-3yWejJXHidp5ktXQd?Z2k3Ts2uxOKndKmaRBIzpXK2 S&12 10-0-0 12-0-0 154-0 is-0 20-0 0 2Sa0 31-DD 33-0-0 SIN SO-0 2-0.T 3b0 2-DO 1 S4-0 2-0-0 4x5 = 4x4 = 5 29 30 31 326 4x5 =4x4 = 4xa Scale=1:62.9 2 �a 3x8 II 4x5 — 81 MT18HS- Bx10 = 3x8 = 3x6 11 See 11 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in Qoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Ve t(LL) -0.28 15-16 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.57 Vert(TL)-0.5315-16 >700 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.04 13 n/a nla BCDL 15.0 Code FBC2014/TP12007 (Malnx-M) Wind(LL) 0.10 15 >999 240 Weight 231 lb FT=20% LUMBER- BRACING - TOP CHORD 2X4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3.6-14 oc putting, except BOT CHORD 2X6 SP 240OF 2.0E End verticals. WEBS 2x4 SP No.3 *Except* BOT'CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 1-18: 2x6 SP No-2 6-0-0 oc bracing: 12-13. SLIDER Right 2x4 SP No.32-6-11 WEBS 2 Rows at 1/3 pis 4-7 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation oulde. REACTIONS. (Ib/size) 18=1837/0.3-8, 13=2107i"-O Max Horz 18=-112(LC 4) Max Uplift 8=-772(LC 4), 13_ 1102(LC 5) Max Grav18=2679(LC 10), 13=3008(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-25= 27941786, 2-25=-2633,798, 2-26=-3185/912, 3-26= 3071/917, 3-4= 2664/855, 4-5=-790/147, 6-7=-793/150,7-8=2660/847,8-27=-3065/894,9-27= 3172/888, 9-10— 3190/874,10-28=-2797/800,11-28-29631784,1-18=-25317771, 5-29=-646/107, 29-30=-646/107, 30-31= 646/107, 7, 14-1 646/107, 6-32= 646/107 ♦♦ ♦♦\� �S, Ar,,,�e BOT CHORD i6-17=-465/2200, 15-16=-330/2317, 14-15=-496/2351 \\ �/ WEBS 2-17— 104W281, 2-16=-76/496, 3-16=-133/665, 8-15-104/662, 10-15=-257/353, ♦ P A i 19-20=-2348/83310-14=-8301264,' 7-20=-2357/828 11-13= 2643l954, 1-17=-574/2326, 4-19=-2361/829, We E N S•. ��ij �i�' NOTES- No 39380, 1) Unbalanced root live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Ops1; h=1911; Cat. 11; Exp C; Encl., GCpi=0.1$ .C-C Extedor(2) 0-2-12 to 4-0-6, Intedor(1) 4-0-6 to 12-4-0, Elded0r(2) 12-4-0 to 22-1-10, Intenor(1) 22-1-10 to 33-4-0; cantilever right �.fl exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 200.01b AC unit load placed on the top chord, 15-4-0 from left end, supported at two points, 5-0-0 apart. 4) Provide adequate drainage to prevent water ponding. i• �1 ♦� 5) All plates are MT20 plates unless otherwise indicated. 00 O R 1 D. •' �� ♦♦♦ 6) The Fabrication Tolerance at joint 16 = 12 % I� ss ♦♦ tom chord th any other 8) Thistruss truss has been designed forned for aalive load osf ff 0: psf on the bottom chord in all ave load nonconcurrent ireas where alve loads.rectangle 3-6-0 tall by 2-0-0 wide will /�Q/111J 11 10 fit between the bottom chord and any other members. Thomas A Albanl PE No.39380 9) Ceiling dead load (5.0 psf) on member(s). 3-4, 7-8, 4-19, 19-20, 7-20 MITek USA, Inc. FL Cert 6634 10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 15-16 6904 Parke East Blvd. Tampa R. 33610 11) Provide mechanical Connection (by others) of truss to bearing plate capable of Withstanding 7721b uplift at joint 18 and 11021In uplift at Date: joint 13. February 1,2016 12) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING- Vadrydadgnparamatareand READ NOTES ON THISANDINCLUDED MITEKREFERANCEPAGEMII-7479 rev. 10/61/2015 BEFORE USE See Design valid for use only Wfin MTek0 connectors. This design is Wsed ordyupon parameters shown. ami Is for an Individual Wildlrg component, not �� a Iruss system. Before use. Ithe Wilding designer must verify the aMlIcabklty of desgn parameters and property incorporate thlsdedgn Into the overall bulldhrgdedgn.&mhgiMlcatedhtoprevenl WckilWofin Mtlualtmssweband/orcMTdmembmoNy. Atldlnonal temporary and pennant bracng MiTek' BC50uading fabrlc�alione forage. delivveery eractlonandbraGngg l�liu4esan�d/ru�ss systems SSSSANSI/TPITQualry Criteria, DSB49rand Component 6904 Parke East BNd. Safety lnnernallon ovallaWe horn Thee Note Institute,218 N. Lee Street. Suite 312, A mandda, VA 22314. Tanya, FL 33610 Job Truss Truss ype Qty Ply Harbour Ridge Sales n9TsoT1 73197 ATB ROOF TRUSS 2 1 Jab Reference (optional) Chamber,Truss, For Pierce, FL NOTES- 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 7.640 s Sep 292015 MTek Industries,Inc. Mon Feb 0111:46:51 M16 Pap ID:sG9616SkuZZCDGXdllChnCyZVa9-3yW ejJXH Idp5_ktXQd?Z2k3Ts2uxOKndKmaR8IzpXK2 ® WARNING - Verily EesiSn Pammefersand READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE OPT473 rev. I M"015 BEFORE IISE Design valid for use only with Nlgeka connectors. RJsdeslgn is bosedoNyupon paamefers shown, anal Is for an IndMduol building component, not a mass system. Before use- the building designer must verify the app lootAity of design parameters and Property froaperate BNs design Info the overall builds deslgn. BrachglydlcafeallstopmventWckllrgollW Wualtrusveb lachordmemb mrs y. Addflo temporaryatldpormanentbracing MiTek' "ways reguiredfor stoWlty and to Mevent conapse With posZle personal hJay and property danoge. For general guidance regardirg the folxkatlon. storage, delivery, erection and bracing of trusses and fnrss system% seeMSUTPI I Quality Criteria, DSB49 and SCSI Building Component 6504 Parke East Slvd. safety Information ovallable from Tors Rate Insulate, 218 N. Lee Street, Suite 312, Nexanalra. VA22314. Tampa, FL 33510 o Tnrss toss YPe ON PN Harbour Rie9e sales nwso7z 73197 ATC ROOFTRUSS 2 1 Job Reference o tarot ChernbersLuss, ken warts, r� r. seep zv zeta mneunausn,as, nm. raw revue, ,,..o.+�.��� a= ID:sG9616SkuZZCDGXdiIChnCyZVa9.X94OxfYvWxxycuSj_KWp oY6SDx7ngmYOJ7gtzpXKI 1141 sanz 14e-0 ts4 T mao zssa i`4-0 sa.1z I sa4 - 40o troy too boo sdo s<u z<o 44 = 7.00 12 6 7 4x4 = 4x8 3.8 11 4x5 = ex14 N T18HS= 7x8 = 3xe = 3xe 11 3x5 II i 3 W I lAai 2s80 _ 1s31-0g3za T I Scale = 1:65.3 13 Plate Olisets (X Y)- (10:0-4-0Eddel (139-2-0 a-2-31 115:0.3-8 0-1-8j (16:0-0-00-5-01 117:0-4-O Edael LOADING(pst) SPACING- 2-0-0 CS]. DEFL. in goal Vdell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(L-) -0.37 16-17 >995 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.59 Vert(rL) -0,75 16-17 >490 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.73 HOrz(TQ 0.04 14 n1a We BCDL 15.0 Code FBC2014/rPI2007 (Matrix-M) Wind(L-) 0.1616-17 >999 240 Weight: 232111 FT=20% LUMBER- BRACING - TOP CHORD 20 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-3 oc purtins, except BOT CHORD 2x6 SP 2400F 2.0E end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 1-19: 2x6 SP No.2 6-0-0 oc bracing: 13-14. SLIDER Right 2x4 SP No.32-6-11 WEBS 1Row at midpt 8-20 JOINTS 1 Brace at Jt(s): 20 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 19=1837/D-3-8, 14=2107/0.8-0 Max Horz 19=-112(LC 4) Max Uplifil9=-749(LC 4), 14=-10815) Max Grav19=2740(LC 10). 14=3067(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. -Al forces 250 (Ib) or less except when shown. TOP CHORD 1-26= 2879/765, 2-26= 2718/777, 2-3= 32591860, 3-4--3119/877, 4-27- 2708(793, 5-27=-2650/BO3, 5-28_ 285/26, 8.29= 282/29, 8-30=-2646/796, 9-30= 2704/786, 9-10=-3114/852,10-11=3260/843,11-31=2886/770,12-31=-3053(/54, 1-19=-2595/749 ` -.\Sl11111//�e♦♦I BOT CHORD 17-18=-450/2285, 16-17= 276/2332, 15-16=-474/2441\\``\ ♦I♦ WEBS 2-18=-1070/267, 2-17=136/413, 4-17= 166//24, 9-16=-133/712, 11-16_ 322/275, P A 20 21=- 955/972, 8-21= 29572969 12-14=-2690/930, 1-18=-556/2433, 5-20= 2959/973, `-� ��.0 -\,G E N S�. gilj/ ♦j' NOTES- No 39380, 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TGDL=4.2psf; BCDL=3.Opsf; h=19ft; Cat. II; Exp C; Encl., GCpi=0.1M . C-C Extedor(2) 0-2-12 to 4-0-6, InterioT(1) 4-0-6 to 14-4-0, Extmor(2) 14-4-0 to 16-4-0, Interior(1) 20-1-10 to 33-4-0; cantilever tight = -O exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 200.01b AC unit load placed on the lop chord, 15-4-0 from left end, supported at two points, 5-0-0 apart. E 4) Provide adequate drainage to prevent water pending. �• 5) All plates are MT20 plates unless otherwise Indicated. ♦j♦� O R 19•_'`��?�, 6) The Fabrication Tolerance at Joint 17=1635 ♦j ss'�•"""•�` \�� th any other live 8) Thistruss Vuss has been desiged for ned for a 10.0 eload of 0 0 sf onst bottom chord ve load nonconcurrent the bottom chord in all aireas where a rectangs. le 3-6-0 tall b 2-0-0 Wide will ♦11j111111 1 \\\\\\ 9 P 9 Y fit between the bottom chord and any other members. Thomas A. Aibanl PE No.39380 9) Cell Ing dead load (5.0 psf) on member(s). 4-5, 8-9, 5-20, 20-21, 8-21 Mfrek USA, Inc. FL Cert 6634 10) Bottom chord IIva load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 16-17 6904 Parke East Blvd. Tampa R. 33610 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 749 lb uplift at joint 19 and 10801b uplift at Date: joint 14. February 1,2016 12)'Seml-rigid pitchbreaks including heels" Member end fixity model was used In the analysls and design of this truss. AWARNING. kavydasr,.,uumelersand REAONOTES ON THISANDINDLUDEDM( KREFERANDEPAGEMIF7473rev. 111,113201SBEFORE USE Design voild for use or with MITek®connectors. iNsdesignis basedonlyupon porcmetesshown.daW is form IrtdlNdual Wilding component, not a tnrs system• Before use, the bWlWng designer must very, the opplicoUlty of design pwometerso,d propedy hcorporale Ihts design Into the overall bdicingdeslgn. Brmhglnd atedlstopievent WeMIngofiWMldualfmmweband/orctwrdmembeno y. AtltllllonaltemporaryvWpenermentbrocing MiTek' Is awoys legdred for stabs mc! to prevent collapse with posble persovel lMny entl propeM dmnoi For general guidance recording the fabbalbn, storage, delivery, erection and bracing of trusses end truss systems seeANSIAPII Quality Crllaaa, DSB-89 and BCSI Building component 6904 Parke East Blvd. Safety Information available item 1. Plate Istslituti 218 N. Lea Street. Suite 312. Masorete, VA 22314. Tarnpa, FL 33610 ob Truss runs ype Oty ply Harbour Ridge Sales T]9]59]2 93197 ATC ROOFTRUSS 2 1 Job Reference(opflonaill Cha"ere Tw w ran rierce, F, NOTES- 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. a nCyZVa mg4oxfY Wm cuSj- e I DSGg616SkuZZCDGXtliIChnCyZVa9-%940xtVvWncycuSj_K W PaxcV6SD><7ngmVOJ?glzpXKt Q WARNING- Vivify d.1q f pa.f. and READ NOTES ON THISAND WCLUDED NTTEKREFERANCEPAGEMQ74T3 rev. IO=015BEFORE USE *� Dedgn valkl for use oNy wlih MlfeM connectors. ThisGedgn b based onlyupon parameters shown, ao IS for a1 htllVl ud w1c3hg component. net a busssyslem. Before use. flra buildw designer must verity the applicaWlly of dedgn Parameters ao propedy incomorate fhkdedgn Into the overall bracin0 oceor MiTek' prevent collapse Wth possible ro personal hl ry anclp property darnIXle.NFyor ger�ienal9ultlon B���rUm1Baneni Is always rec"red for stall Ito o fabrk:atkln. storage, nielivery, erection ao braclrg of trussesand tr ras terns seeANSI/IPII Quarry Cdterla, DS8-89 and SCSI BUBOing Component 6904 Parke East BNd. Safely Infonnallon wa .ble from Imss Role Inslitute, 218 N. Lee Slreel. Wife 312. Alexanddo. VA22314. Tanya, FL 33610 Job Truss Truss Type Oly PIy Harbour Ridge Sales T]9)6D)3 73197 ATD gOOF TRUSS 4 1 Job Reference (optional Chon4tms Tni.. Fan wart., FL a.aausaepzazur a muexinaumnes, m.. non-.,,,.»o.=.,... o.=a=1 IDSG9616Sku7ZCDGXdiIChnCyZVa9-?LeOS?ZXHE3pE2lwX212799jasY8sC3wn43YCBzpXKO 53-12 1D-0-o 1540 2b40 258-0 31-00 334-0 ' sat2 SD4 F sDo soo 1 14-o 1 sass z-ao 7.00 12 4x8 4x5 = Scale=1:70.7 3x811 4x6= Sxtb W18HS= 8x10= axe= 3x611 3x5 II so. LOADING (Pat) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [net YES Code FBC2014/TP12007 CSI. TC 0.87 BC 0.59 We 0.86 Matrix-M) DEFL. Vert(LL) Vert(TL) HOrz(TL) Wind(LL) in Doc) Vdefl Ud -0.38 15-16 >969 360 -0.7715-16 >481 240 0.04 13 rda n/a -0.1615-16 >999 240 PLATES GRIP MT20 2441190 MT18HS 2441190 Weight: 233 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood Sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x6 SP 240OF 2.0E end verticals. WEBS 2x4 SP No.3 `Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 1-18: 2x6 SP No.2 6-0.0 oc bracing: 12-13. OTHERS 2x4 SP No.3 JOINTS 1 Brace at JI(s); 19 SLIDER Right 2x4 SP No.3 2-6-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance Win Stabilizer Installation guide REACTIONS. (lb/size) 18=1837/0-3-8, 13=2107/0-8-0 Max Holz 18=-113(LC 5) Max Upliftl8=-729(LC 4), 13=-1060(LC 5) Max Grav 1 8=2771 (LC 10), 13=3097(LC 10) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 1-24= 29151743, 2-24=-2753/756, 2-3=-3304/838, 34=-3163/843, 4-5=-27551769, 5-25= 286/0, 7-26= 283/0, 7-8= 27511762, 9-9= 3157/819, 9-10= 33041814, 10-27= 29241747, 11-27=-30911731, 1-18= 2626/731 BOTCHORD 2-1771434/2316,15-1147/402, 4-16-17f7l9,2474 ♦♦♦♦♦�%JS�ALI11�e,', WEBS 2-17= 1084Y257, 2-16=-147/402, 4-16= 167R79, 8-05- 1341706, 10.15= 311/277, \♦ 10-14=-856/239, 11-14=-576/2457, 11-13= 2718MI3, 1-17=-531/2467, 5-19=-2888/945, ♦ P A. A 7-19=-2ee9/945 � O v\p E N &'-. yli NOTES 1) Unbalanced roof live loads have been considered for this design. No 39380 _1_ 2) Wind: ASCE 7-10; VUIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsh h=19ft; Cat. II; Exp C; Encl., GCpi=0.1$ C-C Exteror(2) 0-2-12 to 4-0-6. Intefior(1) 4-06 to 15-4-0. Extedor(2) 15-4-0 to 18-10-10; cantilever fight exposed; Lumber DOL=1.6a . plate grip DOL=1.60 -p ; 3) 200.0Ib AC unit load placed on the top chord, 15-4-0 from left end, supported at. two points, S0-0 apart. , 4) All plates are MT20 plates unless otherwise Indicated. �• 5) The Fabrication Tolerance at joint 16 =16 % 6) This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. le4j�` • 4 O R 1 �.•� psf 7)' This truss has been designed for live load 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �\ ♦��♦ , SlS • •"• •' a of ♦♦ �J',rf O N A� E lit between the bottom chord and any other members. �♦♦♦ 8) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-19, 7-19 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 15-16 Thomas A. Albanl PE No.39380 10) Provide mechanical connection (by others) of Imss to beading plate capable of Withstanding 729 lb uplift atjoint 18 and 10601b uplift at Mfiek USA, Inc. R. Cart 6634 joint 13. 6904 Parke East Blvd. Tampa FL 33610 11)'Seml-rigid pltchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. Data. 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. February 1,2016 ®WARNINO - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAOEMs7473 rev. iDA13Q01S BEFORE USE Design valid for use only Win Mlielt® connectors. U lb Coruna is based any upon parameters siawn. and Is for an SaaiNdual building component, rat hco use, 1he Of design tmemb moNy�Atltlltlownalrate mpaary anInto must ofAWIMu huthe nweba tl permorenriabracirg builNngdteign.Rac KWICKWICIs ntllcatedlsttopreventbu M gner 81fore lorret rd always regWred for stabalty and to prevent collapse wilh possible Pnaerof Wray dnd property damage. For general guidance regaraing ale fobricatbru storage, delivery, erection and bracing of true e, and inns systems woMSVWII Quality Critedo, DSE-89 and SCSI Sanding Component 6904 Parke East BNd. Safety Informaeon available from 1n Rate In fifute, 218 N. Lee Street, Suite 312, Alexoadda, VA22314. Tarry., FL 33610 Job Truss Truss Type Oly Py Harbour Ridge Sales T]9]50]4 73197 D COMMON 1 1 Job Reference (optional) Chambers Truss, Fog Pierce, FL 4-10-0 4x4 = 7.640 a Sep 292015 MiTek lndustuss,Inc. Mon Fee 0111:46:532016 Pagel ID:sG9616SkvZZcDGXdiIChnCyZVa9-?LeO8?ZXHE3pE2lwX2127991FsgNsOown43YCBzpXKO Scale = 1:27.1 Plate Offsets MY)-- r6:0-2-14 Edoej fe:0-2-14,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(-L) -0.01 6-7 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.13 Vert( -) -0.03 6-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 6 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matfix-M) Wind(LL) 0.00 7 >999 240 Weight: 58 lb Fr=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2X4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 8=687/0-8-0, 6=687/0-8-0 Max Hoa8=143(LC 6) Max Uplift8=-587(LC 4). 6=-587(LC 5) Max Gray 8-975(LC 10), 6=975(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-9=-687/249, 9-10= 629/251, 3-10=-595/267, 3-11=-595/267, 11-12=-629/251, 4-12=-687/249, 2-8=-911/599, 4-6= 910/599 BOT CHORD 7-8= 6(294, 6-7=-71/431 WEBS 2-7=-103/314, 4-7= 99/309 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=4.2psh BCDL=3.Opsf; h=1911; Cat. II; Exp C; Encl., GCpi=0.1 C-C Exledor(2) -2-0-0 to 1-9-10, Intedor(1) 1-9-10 to 4-10-0, Extedor(2) 4-10-0 to 8-7-10; Lumber DOL=1.60 plate grip DOL-1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide W fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 587 lb uplift at joint 8 and 5871b uplift at joint 6. E3'Semi-rigid pitchbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-" oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. •11j1111111111AW Thomas A. Albanl PE ND.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East 81vd. Tampa R.33610 Data: February 1,2016 ®WARNING -Verily desrgn parametero and READ NOTES ON TNIS AND INCLUDED M?EKREFERANCE PAGE W7473 rev. IMMOIS BEFORE USE �■� Design valid use for only wah MITelasconnectors. lnls desgn is based pa only upon rameters Brawn and is for an hlalvldual Wednlg component. rat a buss system, Before use. Itre Wlldirlg tleslgrler must verity Ita appl�gbelNof design parameters arxi properly Incorporate mh design Into the overall buuNng design. Bnchlg lndlcotetlRto Wcklitq of lntlivltlual tnraweb and/or ctardmembers only.AW9(Ioinl temporary and permanent bracing ini MiTek' prevent 6 always reWVed for stability and to prevent collapse with possible persoral trllurY arltl property damage. For general gWtlonce regararlg me and a DSa-69 entl BCSI Buliding Component tensesandreet. 6904Parke East0 Imlikgof 3COtetla, Safety InrormaXon available ham Truss Rate InsnMe, 218 N. Lee Street. Salle 312. Atexontlrla, VA 22314. Safety Woman..Imn Sulems,.Alexa1/1p11 VA Tanga, FL 33510 JobTruss Truss Type Oty Ply Harbour Rdge Sales T]9]5D]5 ]319J DE COMMON 1 1 Job Reference o Bonal Chambers Truss, Fort Pierce, FL 5-5-8 Scale = 1:45.7 4x5 11 1 4.4 i 3x4 = 3x6 = 3x4 = 4.411 LOADING(pst) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/FP12007 CSI. TC 0.38 BC 0.47 WB 0.47 Matrix-M) DEFL. in Veri(LL) -0.10 Veri(TL) -0.31 Horz(FL) 0.06 Wind(-L) 0.09 (roc) Vdefl Ud 6-8 >999 360 6-14 >896 240 5 n/a Na 6-14 >999 240 PLATES GRIP MT20 244/190 Weight: 107 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-4 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-2-13 oc 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. (Ib/size) 1=1261/0-8-0, 5=1261/0-8-0 Max Upllftl-662(LC 4), 5=-662(1-3 5) Max Gmv1=1756(LC 9), 5=1756(LC 9) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-19=-2768/1019, 2-19=-2616/1032, 2-20=-2617/1046, 3-20— 250711068, 3-21=-2507/1068,4-21=-2617/1046,4-22=-2616/1032,5-22=-2768/1019 BOT CHORD 1-8=-756/2269, 7-8=-335/1374, 7-17-335/1374, 17-18=-335/1374, 6-18= 335/1374, 5-6-756/2269 WEBS 3-6= 424/1111, 4-6=-756/458, 3-8-424/1111, 2-8=-756/458 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=4.2psf; BCDL=3.Opst; h=19ft; Cat. II; Exp C; Encl., GCpi=0.18; `til3) This gnp 4) Th s truss has bess has en designed foned for r 10.0 � e load f bottom 20. psf on ve load the bottom chord in all arent eas whny e other rectangle 3.6-0taill by P-0-0lwide will ,.��ds.,�O�.... .in, E Ns '4`e fit between the bottom chord and any other members, with BCDL = 15.Ops1. �� ; • �,� (`�•, 2j 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6621b uplift at joint 1 and 662 lb uplift at joint 5. No 39380. 6) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. Thomas A. Albanl PE No.39380 Mfrek USA, Inc. R. Cert 6634 6904 Parks East Blvd. Tampa R.33610 Date: February 1,2016 A WARNNG-VdtydesignpanmefersandREADNOTES ON MISANDINCLUDEDMNEKREFERANCEPAGEM0.74T3Lev. 10/O3�R0159EFOREUSE Design valld for use orly Wth Mneld) Cm actors. lNs design 6 WsetloNyupon parameters shown, art Is form MIAAral WNtlng comporent not �� building yegveni bucklDg ner oflndliuil tnrthe sw antlof g/a crtmrtl membersamolemandNONy�yAtlCillpornrl temporarycle �antll0 the Deim oaneni bracing bWtlngtl1es19 �Dacbglfore use. tiltlkgtetlhlo MiTek' lxhe Is always regrlred for staWity art to prevent collapse with poss�le persw,tl Injury and property alamme. For general guldmce regardig the fobdcatlom storage, delivery, erection and brmlW of trusses art tors systems seemsvfP11 Quality Criteria, DSB49 and SCSI Building Camwrlmf 6904 Padce East Blvd. Safety Informanon available hom 1n Plate Institute. 218 N. lee Street sure 312, Al.mdfla, VA22314. Tampa, FL 3861 D Job Truss Truss Type cry PN Harbour Ridge Sales T]9]50]6 73197 E COMON 1 i I Job Reference a renal Chambers Truss, Fort Pierce, FL 7.640s Sep2920I5MIleklndueal_ ea'Z moaraom n:ro:arrvm Pagel I D:sG0616SkuZZc DGXditChnCyZVa9.TXCmMKZA2YCgrCc651YHgMhCGxvbm330ko5kdzpXK? 6-0-4 "0 17-612 23-fi-0 6-0d T1-12 5-8-12 6-03 4x5 II 7 Id 3.12 11 3x4 = 3x6 = 3x4 = 3,12 11 Scale = 1:48.7 LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (Ioc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.15 B-10 >999 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.43 Ved(TL) -0.39 8-10 >728 240 BCLL 0.0 ' Rep Stress lner YES WB 0.43 Horz(Q 0.07 7 We n/a BCDL 15.0 Coale FBC2014/rP12007 (Matrix-M) Wind(LL) 0-06 8-10 >999 240 Weight: 128 lb FT=20! LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-3 oc purling. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid telling directly applied or 9-4-3 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x8 SP 240OF 2.0E 2-6-0, Right 2x8 SP 240OF 2.0E 2-6.0 be installed during truss erection, in accordance with Stabilizer Installation aulde. REACTIONS. (lb/size) 1=1293/0-8-0, 7=1292/0-8-0 Max Upliftl=-681(LC 4). 7=-681(LC 5) Max Gmvl=1809(LC 9), 7=1809(LC 9) FORCES. (Ib) - Max CompJMax Ten. -AII forces 250 (Ib) or less except when shown. TOP CHORD 1-2= 274/89, 2-25=-2381/889, 3-25=-22551906, 3-26=-2264/934, 4-26=-2164/950, 4-27= 2164/950,5-27=-22641934,5-28=-2255/906,6-28= 2381/889, 6-7=-274/89 BOT CHORD 1-10=-614/1862, 9-10_ 291/1244, 9.23=-29111244.23-24=291/1244, 8-24=-291/1244, 7-8=-614/1862 WEBS 4-8=323/825, 5-8=-537/386, 4-10=323/825, 3-10= 537/386 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuli=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=3.Opsf; h=19ft; Cat 11; Exp C; Encl., GCpl=0.18; ,�-�^ S A. � C-C Exledor(2) 0-0.0 to 3-9-10, Intedor(1) 3-9-10 to 11-9-0, Exterior(2) 11-9-0 to 15-6-10; Lumber DOL=1.60 plate grip DOL=1.60 `,� \ 'P A(e I�, 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcunnt with any other live loads. �� •' •E q es, 4)*This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �� �V� G N `SAC'•, fit between the bottom chord and any other members, wim BCDL=15.Opsf. i 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 681 lb uplift at Joint 1 and 681 lb uplift at No 3938. joint 7. 6) 'Semi-dgld pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. • �� E W: �iCcsi 0R1D- % Thomas A. Alban) PE No.39380 MRek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2016 A WARNING-Vedlx designparamelere and READNOJES ON ME AND INCLUDED MDEKREFERANCE RAGEMIA7473ree. IQVVl?OfEBEFORE USE R' Dedgn volld for use only with M Tel* connectors. TNsdedgn Is based only open parameters shown, and Is for an InoMdual b )ding component, net a Inassystem. Before use, the balldrg designer must verity the applicabalry of design parameters and properly Incorporate ih5 design Into the overall bWldhgdesign. trussweband/oret moNy. Atldh0rwltemporaryandpemronentbraclrlg MiTek' Wachglndcatedlstopevenl Wcmmothdlvutl rdmemb Is alwap required for sfalAlty and to prevent collapse wlih possible penerod hrluy and property damage. For general gukrance regardW the InNicaibn storage, cldl ary, erecflon anal bracing of fusses and ruse systems, seeANSI/rglI O.uanty Cdfeda, DSB-S9 and SCSI Bueding Component 6904 Peke Eaef Blvd. Safely Information avdable from Truss gale ImIltute. 218 N. Lee Meet. Solfe312, Alexana la VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty PIY Habour Ridge Sates T]9]SD]] 73197 GRA HIP 2 2 Job Reference o tional Chambers Truas, Fort Pieme, FL 1.e4u 9 sep 29 201a Mn OK tao" es,,nc. nxni revm n.»=.=_.��=.=y=� I D:sG9616SkuZZc DGXdtIChnCyZVa9-O W KXmObOZ9SO5VIVDAbnnnMt38K3F;MT2HCoW zpXJz z-g-o 24-]-0Do g F Bao o 32sz a1 4I 56-14 1F14 54o50 0 5x8 3x4 II 3x8 = 3x6 = 3x4 ii Sx8 = 7.00 12 3 28 29 4 30 31 32 5 33 6 347 35 36 8 Scale = 1:62.6 Sx10 G 27 37 5x10 J g 9 38 10 Iw Lk 39 40 41 42 43 44 45 46 47 48 ld 17 16 15 14 13 12 11 3x8 II 3x8 It 3x4 = S dt = 3x4 11 Sx8 = 3x4 = MI I 3x8 11 2a-0 24A ]-a0 +2G14 18aD z&sz zaa0 336e 9q 403SD0 i M. M 1 ss+g I ssz I ssz ss+4 Igaa aqm zoo Plate Offsets ()(Y)— 11:0-2-12 0-1-81 12:0-2-5 0-241 (3:0-6-00-2-41 I8:0-6 0 0-241 19:0-2-5 0-2-41 110�0-2-12 0-2-01 (13:0-4-0 03-01 (15:0-4-0 0301 LOADING(psf) SPACING- 2-0-0 CST. DEFL. In OGG) Ydefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Ven(LL) 0.15 14 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1M BC 0.37 Vert(FL) -0.2413-14 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.48 Horz(TL) 0.07 11 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Weight: 4341b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* 2-17,9-11: 2x6 SP No.2 SLIDER Left 2x6 SP No.2 2-6-8. Right 2x6 SP No.2 2-6-8 REACTIONS. (lb/size) 17=2919/0-8-0, 11=2919/0-8-0 Max Horz 17= 13(LC 4) Max Uplift 7= 2646(LC 5). 11=-2647(LC 4) FORCES. (Ib) - Max CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-27=-2908/2602, 3-27=-2811/2619, 3-28= 3898/3542, 28-29=-3898/3542, 4-29= 3898/3542, 4-30=-3898/3542, 30-31=3898/3542, 3132= 389813542, 5-32= 3898/3542,5-33=-3898/3543, 6-33=-3898/3543, 6-34= 3898/3543, 7-34= 3898/3543, 7-35=-3898/3543, 3536=3898/3543, 8-36=-3898/3543, B-37= 2811/2620, 9-37=-2908/2602 BOT CHORD 16-39= 2036/2410, 3940_ 2036/2410, 1540=-2036/2410, 15-41=-3602/4350, 4142=3602(4350, 4243=-3602/4350, 1443=3602/4350, 14-44= 3602/4350, 4748=-200224/2410.12-48 2024124101346=3602/4350, 1347=2024/2410, `,��\'*`NSf A.,A�e WEBS 2-17=-2756/2554, 2-16=-2220/2541, 3-16= 410/445, 3-15=-1612/1958, 4.15= 644/704, ``% �Q``�` G E N 4 5-15= 609/475,5-14=-15/360,5-13=-608/474,7-13=-645!/05, S-13=-161211958, .• \ S ••'. �i 8-12=-410/445,9-12=-2221/2541, 9-11=-2756/2554 ` •• No 39380 NOTES- 1 2- 1 truss to be connected to ether with 10d (0 131'x3') nails as follows: py m 9 . Top chords connected as follows: 2x4 - 1 row at 0-6-0 Oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 Go. E Webs connected as follows: 2)(6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. 2) All loads 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,, • have been distribute loads as or (B), unless otherwise Indicated. �1, connections provided to only noted (F) '•J) Unbalanced roof live loads have been considered for this design. (�` • O R 1 �• �j� SS • • • • •' ��', 4) do eft antl 18' ,���"'I'll ll A; C-IC Extelior(2) 0- 0 3 90 0, Interior(l) 3 9-10 e 7 0-0, Exterior(2) 7-0 0 to 344-8, In edor(1) 34 43 to 36I OEO; cantilever right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 Thomas A. Alfred PE No.39380 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreat with any other live loads. MITek USA, Inc. FL Cert 6634 6904 Padre East Blvd. Tampa FL 33610 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle "-0 tall by 2-0-0 wide will Dom' fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 2646lb uplift at joint 17 and 2647lb uplift at February 1,2016 Q WARNING -Verify design pa2mefen: and READ NOTES ON TN49 AND U]CLUDED MDEK REFERANCE PAGE M147473 rev. 10Ml?015 BEFORE USE R' 7 Deign valld for use only with MneM connectors. This dedgrN is based onlyupon parameters shown and is for an BlNVWUN building component.nor a Truss system. Before use, the building designer must verify the apfpilcob9lfy of design parameters Ond properly hcolocrate gill deslftn Into the ovelf. W` buadlrgdedgn. Bfachglndkgted to Mr nlWcklagoflWiMd ltmssweband/oraWrdmemb mONy. AdatlonaltemporaryandpermolentbraGng MOW Is always regWretl for stability arltl to prevent collapse with possmle persorrol h)uy and property damage. For general guidance regarding the folodcafbn. storage, dellivery. erection antl broo4ng of Muses and f111s systems. seeANSVTPII Quarry criteria, DSB49 and BCSI Building Component 6904 Parke East BNd, Safety Informallon ovallaNe from truss Rate Institute. 218 N. Lee Sheet. Site 31Z Nexarldtia VA 22314. Tampa, FL 33610 Job Truss Truss Type Oly Ply Harbour Ridge Sales T19TSOTT 73197 ORA HIP 2 n L Job Reference (optional) Chambers Tmss, Fen Pierce, FL T.64DS8ep292016MReklndusUies.Inc. Mon Fab Dl 11A6:662D15 Paget ID:sG9616SkuZZCDGXdilChnCyZVe9-O W KXmObQZ9SO5VIVDAblinnMt3eK3fgMT2HCo W zpXJz NOTES- 9) 'Semi -rigid pilchbreaks 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) 181 lb down and 684 lb up at 7-0-0, 56 Ito down and 231 Ito up at 9-0.12, 56 Its down and 231 Ito up at 11-D-12. 56 Ito down and 231 Ill up at 13-0-12, 56 lb down and 231 Ito up at 15-0-12, 561b down and 231 to up at 17-0-12, 56 Ito down and 231 to up at 18-11-4, 56 Ito down and 231 Ito up at 20-11-4, 56 Ito down and 231 Ib up at 22-11-4, 561b down and 231 Ito up at 24-11-4, and 56 Its down and 231 Ito up at 26-11-4, and 181 Ito down and 684 Ito up at 29-0-0 on top chord. and 392 lb down and 486 lb up at 7-0-0, 34 lb down and 41 Ito up at 9-0-12, 34 Ib down and 41 He up at 11-0-12, 34 Ito down and 41 lb up at 13-0-12, 34 Ito down and 41 Ito up at 15-0-12, 34 It, down and 41 Ito up at 17-0-12, 34 lb down and 41 Ito up at 18-11-4. 34 It, down and 41 lb up at 20-11-4, 34 lb down and 41 Ito up at 22-11-4, 34 Ib down and 41 lb up at 24-11-4, and 34 Ill down and 41 lb up at 26-11-4, and 392 Ike down and 4861b up at 28-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3-80, 3-8=-80, 8-10-80, 18-22=-30 Concentrated Loads (lb) Vert: 3=-181(F) 6=-56(F) 8=181(F) 16— 392(F) 12=-392(F) 28— 56(F) 29-56(F) 30= 56(F) 31= 56(F) 32=-56(F) 33-56(F) 34-56(F) 35_ 56(F) 36-56(F) 39=-17(F) 40=17(F) 41=-17(F) 42=-17(F) 43=-17(F) 44=17(F) 45=-17(F) 46=-17(F) 47=17(F) 48-17(F) AWARNING -Wnrydesfvt mamefersandRUDNOTES ONTHISANDINCLUDED MITEKREFERANCEPAGEMII-7473me 10A]/L015aEFOREUSE. Design valid for use only with Mliek® contractors. This design 6 based onlyupon parameters shown, and is form NtlMtlual huHdrg component, net � a truss system. Before use, the building designer must verify the,40I Nityofrdesign parameters and properly Temperate, ihls design Into the overall buDl&gdasl0n &acingBrdkat istopreventbucklingoilWl lduoltmzs band/orchordmemb mor4y. Addlimatitemporaryandpeimanenibraclrg MiTek• Is always required for stability antl to prevent collapse Win possible personnel Nlury and property damage. For general guidance regarding the fabrication. storage. delivery. erection and bracing of fuses anal inns systems. seeAN51/IPII Quality Cdleda, DSB49 and BCSI Building Component 6904 Parke East 8Nd. Safety Information available from Inns Nate Telltale, 218 N. Lee Street, Suite 312 Nexarma, VA22314. Tama, FL 33610 Joe Truss TTuss Type Qty Ply Harbour Ridge Sales Pg]50]8 73197 GIRD HIP 1 1 Job Reference (optional) Chambers Truss, Fort Platte, FL roxry — Axe = 12 4x4 = 2920 3-06 3113-0D toxic = 2-0-0 Scale=1:26.0 r Plate Offsets MY)-- f3�0",0-2-01 fTEdge0-9-01 f1PEdge0-9-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Coo) Well L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.73 Ven(LL) 0.01 B-9 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.13 Vert(rL) -0.02 8-9 >999 180 BCLL 0.0 ' Rep Stress [nor NO WB 0.17 Hoa(TL) 0.01 7 n/a Na BCDL 15.0 Code FBC2014/rP12007 (Maldx-M) Weight 59111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOTCHORD REACTIONS. (Ib/size) 10=628/0-8-0, 7=627/0-8-0 Max Horz 10=143(LC 6) Max Upliftl0=4673(LC 4), 7-645(LC 5) Max Gmv10=918(LC 20), 7=934(LC 19) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 2-11=-680/381, 3-11=-6461392, 3-12-647/381, 4-12-647/381, 4-13=-679/378, 5-13=-713/367,2-10= 877/682, 5-7-890/653 BOT CHORD 9-14---377/719, 8-14— 3771719, 7-8=-139/283 WEBS 2-9-432/55115-8=403/559 Structural wood sheathing directly applied or 6-0-0 oc purling, except end verticals. 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 guide. NOTES- %%% „ti A 111', 1) Unbalanced root live loads have been wnsidered for this design. %� � 2) C Ind: ASCE C 6dedor(2)-2-0-0 to11-9 10h ntedor(1)1-9-10 to 3-0-0,2Ext nor(2) 3-0-0 tof6-8OD Lumber DOS ry60 plate grip DOL=11.60 Cpl-O 18, ,``� O;nP' 3) Provide adequate drainage to prevent water pending. ,��,`; ��G E N S'-. 9iL/! 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.Opsl on the bottom chord in all areas where a rectangle 3-6-0 tall by 200 wide wilt,- No 3938 lit between the bottom chord and any other members. _ 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 673lb uplift at joint 10 and 645 In uplift at= • Joint 7. ^ -D ; 7)'Semi-dgid pitchbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 424 lb down and 384 Ib up at 3-0- - - and 253111 down and 1521b up at 4-10-0, and 457lb down and 327111 up at 6-8-0 on top chord, and 61 Ib down and 143 Ib up at 3-0-0i, O R) ; \? and 51111 down and 35Ib up at 4-10-0, and 61111 down and 143 to up at 6-7-4 on bottom chord. The design/selection of such ��` G,, ` connection device(s) Is the responsibility of others. 0.SO SA * •"�(� 9) In the LOAD CASE(S) section, loads applied to the face of the buss are noted as front (F) or back (B). ."11 N {��- „��� ` LOAD CASE(S) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-80, 2-3=-80, 3.4=-80, 4-5-80, 5-6=-80, 7-10=-30 llllll till Thomas A Alban) PE No.39380 MRek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2016 .� WARNING -Vedly designp..tern end READNOTES ON 7NISAND INCLUDED MmEKREF£RANCEPAGEMib74" rev. IM11VIS BEFORE USE Design valld for use ody wlm tvBFeMconnectors. M de kin Is bated only upon pmametem dhowm, antl is for Go FWlNdual buA0hlg component. not o Itun system. Before use. the bulidrq designer must verify the oplAcobIlAy ofdedgn paramelem and property hcor earele Ihisdeslgn Into the overall bWldngeledgn. aachglrx oflMlvldmitussweband/mac rdmemb moNy. AddlllorwltemporoWandpermanentleracing MiTek' otedistopreventbuallh halwayx re"edfor stability and to prevent collapse with possmle person Mary oM poperty clornage. ForgenerdguWanceregardrgtlre fob0 lIm storage, delivery. erection oral bracing of tnmes Indsrystems, weANSI/IPII QVaatyCdteda, DSB-99 a BCSI Building Component 69N Pork. East BNd. Satety Imormallon evocable from Inds Rate Institute. 218 N. Lee Street. Wte 312, Alexcroi VA22314. Ta Wo. FL 32610 ob rrxssTruss Type Qty Ply Harllaar RNge Sales T]9)50]e ]319] GRD HIP 1 1 Jab Reference (opl'onal Chembeis Truss. Fort Pierre. FL LOAD CASE(S) Standard • Concentrated Loads (Ib) Vert: 3=70(B) 4=70(B) 9=-24(B) 8— 24(B) 12=22(B) 14=5(B) 7.640 a Sep 29 2015 MReK Induatnes, Inc. man rep m I i a,ar zwru rage ID:sG9616Sku7ZcDGxdilChnCyZVa9-u6w_Mc2KTaFfKhmt6_H_JRlT2KoBuNilmKyzpxJy O WARNING- yodlydoalgnparamereraend READ NOTES ON MIS AND INCLUDED M1gEKREFENANCEPAGEMW473rew. 111=015BEFOREUSE �■� Design valid(g use my,un Mllek®corineciors. Tnis design 5basedoNyupon paameterskrary and1s form Y,dMdual bueding component rat a truss system. Before use, finebWiding designer must verily fine mrs pIncorporateopplimbIN of derign paraeteand properly Incorporate Ihis design Into the overall building design is to Wkltrg individual M1rmweb members only. Addlllorai temporary and permanent bracing i�•�m MiTele Bracing rocicated prevent of and/or ctard b always TO,Wretl for stabilityand to prevent collapse with pOsdble persorrd krjuy and property damage. For genealgWdmce reggUlllg the fabrbatbn. storage, deilvery, erection arnd Modrg of Imsses arrtl ImSasyale.. seBANStl1Pl1 Q kCIy Criteria, DS049 and gal 11.110 ng Component 6904 Parke East Blvd. Safety Information awallable from buss Rate InsflMe. 218 N. Lee Street. Sidle 31Z Maxondda, VA22314. Tarr,.. FL 33610 p buss Truss Type ty Ply Hallour Ridge Seles T7975079 ]3197 GRE COtM10N 1 n G Job RefeReference(optional) Chambers TlVss, ran Fierce. FL .bGv...p2e 2c,5 Mia.'nauslnss..nc.--m,-6,57 cmo ray., ID:sG9616SkuZZCDGXdilChnCyZVa9-u6De_Mc2KTeFfKhml6_H_JWCTzio9JViilmKyzpXJy -3E-0 644 11-9-0 1]-5-12 P 236-0_ 27:20 36-0 6-04 5-8-12 5-642 6-0-4 3b4 Scale = 1:53.2 4x5 = 0 io LOADING(psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.45 BC 0.42 We 0.27 (Matdx-M) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) In floc) Vdell Ud -0.06 13-15 >999 360 -0.21 13-15 >999 240 0.08 10 n/a 111a 0.0813-15 >999 240 PLATES GRIP MT20 244/190 Weight 290lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2X4 SP M 31 BOT CHORD Rigid telling directly applied or 10-0-0 on bracing. WEBS 2x4 SP No.3 SLIDER Left 2xe SP 240OF 2.0E 2-6-0, Right 2x8 SP 240OF 2.OE 2-6-0 REACTIONS. (lb/size) 2=281110-8-0,10=281110-8-0 Max Horz2- 220(LC 7) Max Uplift2= 1908(LC 4), 10- 1908(LC 5) Max Grav2=3765(1_0 10), 10=3764(LC 9) FORCES. (lb) - Max CompJMax Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-925/207,3-4---4256/1783,4-5=-3952/1831,5-6= 3390/1642,6-7=-3390/1642, 7-8-3952/1830, 8-9=-4256/1783, 9-10=-926/207 BOT CHORD 2-15=-987/3261, 14-15-987/3261, 13-14= 987/'3261, 12-13-1069/3385, 10-12-1069/3385 WEBS 6-13=-860/1688, 7-13= 1307/766, 5-13-1308/767 NOTES 1) 2-ply truss to be connected together with 101 (0.131"x3•) nails as follows: A. Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. \\�\�PS A`e Bottom chords connected as follows: 2x4- 1 row at 0-9-0 oc. % O : • G E N g' •• 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 fdY. connections have been provided to distribute only loads noted as (F) or (8). unless otherwise Indicated. No 39380. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; Cat. 11; Exp C; Encl., GCpi=0.15. y C-C Comer(3) -3-6-0 to 0-4-0, Extedor(2) 0-4-0 to 11-9-0, Comer(3) 11-9.0 to 15-6-10; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed fora 10.0 pst bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will '�� fit between the bottom chord and any other members. �. • ••, (� Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1908 lb uplift at joint 2 and 19081b uplift at joint 10. Fi 1 Q•: \,��� carries i t"11'rO N Ai 9) SI mi-rigid plichbrder eaks including hfeals' Memberend fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard Thomas A. Alban) PE No.39380 MITek USA, Inc. FL Cart 6634 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 6904 Padre East Blvd. Tampa R. 33610 Uniform Loads (pit) Vert: 1-2=.80, 2-6=-185(F=-105), 6-10=-185(F=-105). 10-11=-80, 16-22=-30 Data: February 1,2016 Q WARNING -Vedlydeslgnparammars and READNOTES ON TMSANDWCLDDED MITEKREFERANCEPAGEMP7473ra- 1000101SBEFOREDSE Design valld for use orty win NJtek®connectors, this dedgn Is bosed onlyupon parameters s end Is for on hdAduel Wilding component not o truss system.Before, use. IM1e buOmnD designer must verily line appllcabelty, ofdeskin parameters one propedy incomorate lhb design Into the overallbur �ni bracing f iposiNe p.1 h alw�drquuredfer sfabW�ry arW to prevvntncollgrse0win personal Wury cW pg." tamale NFor generalluitlanee regorcug the falxbatbn. storage, delivery, ereeln and bracing of trusses nd Inns systems WOMS11WII Cualiry, Crlleda, D58-89 and BCSI Building Componerd ly1(Te�(• 6904 Parke East 13W. salary Information avdlable from Irus Rate Witllute, 218 N. Lee Street. Suite312. Alexandda, VA22314. Tanya. FL 33610 Job Truss "0 ype ty ply Harbour Ridge Sale T]9]$aBa ]31e] J1 MONO TRUSS e 1 Job Reference (optional) Chambers Truss. Fun Fierce, tx 3-0-0 pep Ltl LV 1p Mnex.auus„.e....... 'aga ID:sG9616SkuZZCDGXdilChnCyZVa9-MJR HBicg5ni5KpvtKbdDgCsfJIGOXeNfxLmJtOzpXJx 3x6 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Doc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.00 5 >999 360 TCDL 20.0 Lumber DOL 1.25 BC 0.58 Ven(TL) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(TL) -0.07 3 n/a rVa BCDL 15.0 - Code FBC2014/TP12007 (Matrix-M) Wind(LL) -0.00 5 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-7.11 REACTIONS. (lb/size) 3= 238/Mechanlcal, 4= 308/Mechanlcal, 5=86010-8-0 Max Horz5=155(1-C 4) Max Uplift3=-238(LC 1), 4=308(LC 1), 5— 1075(LC 4) Max Grav3=235(LC 4), 4=349(LC 4), 5=860(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-5=-477/508 Scale = 1:16.2 PLATES GRIP MT20 244/190 Weight: 19lb FT=20% BRACING - TOP CHORD Structural mod sheathing directly applied or 3-0-0 o ; purlins. 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 aulde. NOTES- 1) Wind: ABC 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=1911; Cat. 11; Exp C; Encl., GCpi-0.18; C-C Exterior(2); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcummt with any other live loads. 3)' This truss has been designed for a live load of 20.Opst 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. ,`�� $ A 4) Refer to girtler(s) for truss to truss connections. `� N 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 238lb uplift at joint 3, 308lb uplift at joint 4 ��%0, ,.`� E N and 1075111 uplift at Joint 5. % :��, 6)'Seml-dgld pltchbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. No M S`<0RIO;: Nam,. S,ONA, �j`� Thomas A Alban) PE No.39380 MRek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; February 1,2016 O WARNING. Vedly designpar.metemardREAD NOTES ON THISAND WOLUDEDM KREFERANGE PAGEM&74" rev. f0/OS/t015BEFOREUSE R Design valld for use oNywlih Mlleksconnecloo. rnedeslgn Is based oNyupon parometersshown. and IS for an tr,dlAtlu01 bU log component nor q` a Husssysfem. Before use, fhe bWidW tleslgner must vedty the applicabBilyof tlerIgn poramelers and Poperly knaaparate ihktlaslgn Into the overall lndvIduol frussweb members ONy. Additional temporary and permanent bracing MiTek' WUditV design. 9ro lng lrWicoled is to prevent Wcldhg of and/or clwrd Is always requkedfor stability and to prevent collapse wen possBNe personal lntray and property damage. For general guraonce ragordW the fabdcoflomstorage. deWery. erection and bracng of tomes and Russ systems seeANSITRIQuality Crlfodo,DSB-09 and BCSI BuIldng Component 004 Parke Easn Bald. Safety Inlormallon avanaWe fromTruss Plate Institute.218 N. Lee Street SNIe 31Z Nexontltla. VA 22314. Terry..FL 33610 p Truss Truss Type Dty Pty Hallour Ridge Sales T]9]5081 73197 J3 MONO TRUSS 7 1 Job Reference o tional 6P 1 Chambers Truss. Fort Pic FL LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip COL 1.25 TCDL 20.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Sbess Incr YES BCDL 15.0 Code FBC2014fFPI2007 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-7-11 7.649 a Sep 292015 NLTek lndustnas, Inc. Mon Feb 01 11:46.5e 201 age I D:bGg6l68kuZZCDGXdi IChnCyZVa9-MJRHBicg5ni5KpvlKbdDgCseCIHOXekIxLmJtOzpXJx Scale = 1:23.2 D CS]. DEFL. in (roc) Well Ud PLATES GRIP TC 0.62 Vert(LL) -0.01 4-5 >999 240 M1720 244/190 BC 0.54 Verl(TL) 0.01 4-5 >999 240 WB 0.13 Hoa(TL) -0.11 3 n/a n/a (Matrix-M) Weight: 251b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation Guide. REACTIONS. (lb/size) 3=39/Mechanical, 4=-20/Mechanical, 5--514/0-8-0 Max Horz5=263(LC 5) Max Jlpllft21 -l13(LC 5). 4=-20(LC 1), 5=-562(LC 4) Max Grav3=157(LC 6), 4=50(LC 6). 5=551(LC 9) FORCES. fib) - Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BOT CHORD 1-5=-206/263 WEBS 2-5=-451/430 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-secend gust) Vasd=132mph; TCDL=4.2psf; BCDL-3.0ps1; h=1911; Cat. II; Exp C; Encl., GCpI--0.18: C-C Extedor(2) 0-0-0 to 3-9-10, Intedor(1) 3-9-10 to 4-10-4; cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,` j%J S r A 11111 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �l /, fit between the bottom chord and any other members. �� OMP • A( �j 4) Refer to girder(s) for truss to truss connections. Q% � •' G E N e9 5) Provide mechanical connection (by others) of truss to bearing plate capable of Wihstanding 113111 uplift at Joint 3, 20111 uplift at Joint 4 �� �. �,� SeC'•.2j and 562 Ib uplift at Joint 5. ` •• 6)'Semi-dgid pitchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. _ No 3936 O ' N .,*-'ss'O NA ,`,� 111111 Thomas A Albanl PE No.39360 MRek USA, Inc. R. Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: February 1,2016 Q WARNING- Verify design pammerers and READ NOTES ON THIS AND INCLUDED MDEK REFERANCE PAGEW7473 rev. IDNs/1010 BEFORE USE *R Design vaild for Use only With Mltekeconnectors. INs design k based ally Won parameters stlovm. and h for on lydMdual Wilding component. not [+•�Y��`J a buss system. Before use, the bulldng designer must verily the cppllcabDlty of design parameters and properly lrrcorporote Ink design Into Ina, overall only. Additional temporary and permanent bracing MiTek' bWcIgde9gn.Booing lMkated h to prevent buClano of individual tmsweb antl/or, chord members halways fegWedfor stability and to prevent collalxse with possmle peniond lMr4v and property damage. For general gaitlonce rega<drg the 6904 Parke East BNd. fatxlcotkxl. storage. delNery, erection and txacmg of Immantl Inm systems, seeAN61/iPll Quality Cdieda, DSBd9 arW BC51 BugdNg Component Safety INormol on available from lots Nate Insfltufe, 218 N. Lee Street Suite 312, Alexantldo. VA 22314. TaWa. FL 3M10 Job Truss mss ype Cry Ply HO'Do Ridge aales U97SOU ]319] J3A MONO TRUSa 1 1 Job Reference o tional 6hoMrers Truss, F."VIerca, FL t.64USB4p29201SNIDexlnuusmes.mc. nnrevi -» mi gut I D:sG9616SkuZZcDGXdilChnCyZVa9-MJRHBicg5ni5KpvtKbdDgCshitN6XgvfxLmJtOzpXJx Scale=1:22.3 ad see It LOADING(psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.40 BC 0.15 WB 0.05 (Matdx-M) DEFL. In Vert(LL) -0.00 Ven(TL) -0.01 Horz(rQ -0.00 Wind(LL) 0.00 poc) Valet Ud 3-4 >999 360 3-4 >999 240 2 n/a Na 4 "" 240 PLATES GRIP MT20 244/190 Weight: 16 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 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 aulde. REACTIONS. (lb/size) 2=108/Mechanica1, 4=147/M-0, 3=38/Mechanical Max Herz 4=147(LC 4) Max Uplift2=-157(LC 4), 3= 94(LC 4) Max Gmv2=194(LC 9), 4=147(LC 1), 3=11 B(LC 6) FORCES. (Ib) - Max CompdMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf•, BCDL=3.Opsf; h=191t; Cat. II; Exp C; Encl., GCpl=0.18; C-C Extedor(2); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. t k l r r 5) Re Profvider te mechanicalrconnecttiiion (by othe s) of truss to beating plate Capable of withstanding 157lb uplift at joint 2 and 94Ib uplift at joint `PO PS A. A4e jip 6) Semi-rlgld pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. �SI�`Z'; 3. VAC E N vj+ISI 9iLj NG/3938Q -•/ ,tom: its .: Ca pR�V,.• Thomas A Aihanl PE No.39380 MRek USA, Inc. R. Cart 6834 6904 Parke East Blvd. Tampa R 33610 Date: February 1,2016 Q WARNING -Vedry Ces/gnparametersand READ NOTES ON MIS AND INCLUDED MREKREFERANCEPAGEhl-7473]ev. 1ON312015 BEFOREUSE �■R' Design valid for use orlywitn MireWconneclors. This design is based oNyut,on Parameters shown. ad is for an hdivxluai Wading component nor Nil' a tr ss system. Before Use, the blNdislg designer must verify our,applicablily of desgn parameters arW properly hcollwrate this design into the overall WlldlnacerBrachg is to buckling hussweb Addlllonaltemporalyondpennanentomaing MiTek' lnficafed pevent oflndividual any/a chortl membetsoNy. bolwoysre"redfmsta lltyandtopreventcollcgxewlihpossNepersorr hlUvya poNnyd We. ForgeneralgtMmceregamngthe fabkatbn, storage, desry, erection and bating of tmsesand Irussystems seeANSMTPII Quality Criteria. DSB49 and Bar Building Component 004 Parke East BW. Safety Information evollabie from Truss Rate Institute, 218 N. Lee Sireet S1te31Z Aiexandda. VA 22314, Tanga, FL 33610 o Truss Truss Type Gly Ply Halfeur Ridge Sales T7975083 73197 J5 MONO TRUSS 20 1 Job Reference (optional Chamfers Russ, ran rverce, 11 ME ePze eam maax..aura........c. ..— - ; vy., I D:sG9616SkuZZcDGXdilChnCyZVa9-qV?IP2dis4gyyzU3u18SNPPIDHdmG5Po9?W sPrzpXJw Style=1:28.1 LOADING(psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 15.0 SPACING- 2-0-0 Plate Grip OOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/FP12007 CSI. TC 0.35 BC 0.58 WB 0.17 (Mamx-M) DEFL. in Vert(LL) -0.06 Vert(TL) -0.07 HOrz(TL) 0.17 (too) Vdefl L/d 4-5 >974 240 4-5 >725 180 3 Wit n/a PLATES GRIP MT20 244/190 Weight: 31 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or9-1-10 oc bracing. WEBS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing SLIDER Left 2x6 SP No.2 2-7-11 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=136/Mechanlcal, 4=46/Mechanical, 5=572/D-8-0 Max Horz5=348(LC 5) Max Upll113= 243(LC 5), 4= 21(LC 5), 5=-529(LC 4) Max Grav3=302(LC 6), 4=103(LC 6), 5=637(LC 9) FORCES. (Ib) - Max CompifMax Ten. -AII forces 250 fib) or less except when shown. TOP CHORD 1-10=-328/332, 2-10=-313/338 BOT CHORD 1-5=-285/348 WEBS 2-5=-627/556 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf, h=1 Oft; Cat. II; Exp C; Encl., GCpl=0.18: C-C Exterior(2) 0-0-0 to 3-9-10, Intedor(1) 3-9-10 to 6-10-4; cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chard live load nonconcurrenl with any other live loads. \\\\\ S A. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will `,\ O'OP 4 46 fit between the bottom chord and any other members........... G %% E N j`'• 9i 4) Refer to girder(s) for muss to truss connections. %% � : '%,� F'•. 5) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 243 lb uplift at joint 3, 21 Ito uplift at joint 4 and 5291b uplift at joint 5. No 39380 6) 'Semi-dgid pilchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. OR\O:'N Thomas A Albanl PE ND.39380 Mfrek USA, Inc. R. Cert 6634 6904 Padre East Blvd. Tampa FL 33610 Data: February 1,2016 Q WARNING-Vadlyd44lgnpmamefersaed REAO NOTES ON THIS AND 1NCLUDED5 KREPERANmPAGEMII44TJmv. 10 015BEF REUSE Dos gn vOlid form oNywlih Mitek® connectors. ibkdeNm Is broad oNy upon parametemshown and Is form IndlAdual buildI g component not a truss,stem. Before use, the bulldWdeslgner MMtwdty theoppilcaMityofdosgn paramecrrUXl pmpedVIrmrporafe lhisdOSIgn into the overall bulloVgdesm. aachghdicatedlstopreventWcWingoflnalvldualtluswebarxl/orcMrdmemb moNy. Addllonaltemporaryantlpermanambrocirg MiTek_ kotwoysrequlredfor stability antl to prevent collapse with possBxe personal hjuy and lxopady darna8a. Fa general guidance regwdW the fabrication storogG, deWery, erecHon anal bracing of busses and Bus systems, smANSUTP11Quarry criteria, DSB-89 and 8CS1 Budding component OD4 Parke East Blvd. Salary INormaffon makable from Im Plate Institute. 218 N. Lee Street. S9te 31Z Wexan ida. VA 22314. Terror, FL 33610 Job Truss rws ype CryPly Halboal Ridga Sales T]9]59e4 73197 J5A MONOTRUSS 4 1 Job Reference optional) Chambers Truss. Fan Pierre, FL 3x5 7.640 a Sep 292016 Mnek Industries, Inc. Mon Feb 01 11:46:59 2016 Page 1 ID:sGg616SkuZZcDGXdiIChnCyZVa9-gV7f P2dls4gyyzU3ulBSN PPsGHdJr60og? W s PrzpXJw LOADING(psf) SPACING- 2-0-0 CS1. DEFL in (IOC) Wall Ud TCLL 20.0 Plate GNP DOL 1.25 TC 0.41 Vert(LL) -0.03 3-4 >999 360 TCDL 20.0 Lumber DOL 1.25 BC 0.54 Ved(TL) -0.09 3-4 >602 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) -0.00 2 rVa n/a BCDL 15.0 Code FBC2014/rP12007 (Matrix-M) Wind(LL) 0.00 4 "" 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOTCHORD REACTIONS. (lb/size) 2=188/Mechanica1, 4=257/0-8-0, 3=68/Mechanir I Max Horz4=255(LC 5) Max Uplift2= 273(LC 5), 4=-17(LC 4), 3=-86(LC 5) Max Grav2=337(1-C 9), 4=259(LC 9), 3=146(LC 6) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 fib) or less except when shown. SOT CHORD 3-4=-255/200 WEBS 1-3=-214/274 Scale = 1:28.0 PLATES GRIP MT20 244/190 Weight: 261b FT=20% Structural wood sheathing directly applied or 5-0-0 oc pudins, except end verlicals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stablllzers 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) Vastl=132mph; TCDL=4.2ps1; BCDL=3.Opsf; h=1911; Cat II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-11-6, Intedor(1) 3-11-6 to 4-10.4; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrenl with any other live loads. 3)' This truss has been designed for a live load of 20.OpSt on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will A. fit between the bottom chord and any other members. \%%` O0p.S 4) Refer to girder(s) for truss to truss connections. \\%•' G E N •\1k 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2731b uplift at joint 2, 17lb uplift atjoinl4 `\ ; and 86111 uplift at joint 3. 6) "Semi -rigid pitchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. N O 39: ifCs.<ORTO:•�N ThainI s A Albert PE No.39380 Mink USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa R.33610 Date: February 1,2016 Q WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFEIIANCE PAGE MQ7473ay. 10/ 015 BEFORE USE Design volkl for use only with MITeM connectors- This design Is bossed only upon paameters shown and Is for an hWlvldual butdlrlg component.. a Inns system. Belau, use, the bWlding designer must veAN Ills, oppllcabnly of design parameters and properly Incorporate this deslon Into the overall butchgdeegn. Addlliorwltemporayandpemnanentbractng MiTek' DachglMlcaletlhtoaeventbucHirgoflndhAtlualhusswebaM/orcNortlmembersohiy. Is always regrfred for stability and to prevent coliopse with poaBNe personal hlury and property damage. For general guidance rega ing the 6904 Parke East Blvd. fatxlco n, storage, deltyery, —fi. oral bracing of Imsses and buss systems serrAN51/TPII Quality Cdteda, DSB49 and BCSI Building Component Te e. FL 33610 safety INoanceon available from Truss Bale Institute, 218 N. lee Street. Sulte 312- Alexorxldo. VA MI 4. o Truss toss ype Ory Ply Herbour Ritlge Sales T]9]5095 ]319] JE1 MONO TRUSS 4 1 Job Reference (optional) Chambe,s Truss, Fad Pierce. FL 640959p 292015 M1 I OK In0091neS, tee. Men.80 of nFeon 20 to Fria, ID:sG9616SkuZZc7, DGxdilChnGyZVa9-qV?fP2dls4gyyzU3uIBSNPPghHkpG7_o9?WsPrzp%Jw 2-0-0 1.0-0 2-0, 116 LOADING(psf) SPACING- 2-0-0 CSI. I DEFL, in Qoc) Vdell Ud TOLL 20.0 Plate Grip DOL 1.25 TC 0.58 Ven(LL) 0.00 5 >999 360 TCDL 20.0 Lumber DOL 1.25 BC 0.12 Vett(TL) 0.00 5 >999 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 3 Na We BCDL 15.0 Code FBC2014/rP12007 (Matrix-M) Wlnd(LL) -0.00 5 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. Qb/size) 3=-145/Mechanica1, 5=440/0-8-0, 4=-33/Mechanlcal Max Horz 5=213(LC 4) Max Uplifl3_ 196(LC 10), 5=-579(LC 4), 4=-33(LC 1) Max Grav3=240(LC 4), 5=595(LC 10), 4=20(LC 6) FORCES. (Ib) - Max. Comp./Mau. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 2-5=-546/581 Scale = 1:11.1 PLATES GRIP MT20 244/190 Weight: 8lb FT=20% Structural wood sheathing directly applied or 1-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 or; 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=4.2psf; BCDL=3.OpsC h=19ft; Cat. II; Exp C; Encl., GCpi=O.18; C-C Extedor(2); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ``� 1 11 r ly�8 lit between the bottom chord and any other members. ,%,% 4) Refer to girder(s) for Wss to truss connections. ,`� 0PS A. A4 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1961b uplift atjoint 3, 5791b uplift atjolnt 5 ,�%%O•.•'�C4 E N • •• e9 and 33 lb uplift at Joint 4. %N � ... �% 'SF••.?/ 6) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. •• No 33999338�00.. LFS•;OR1v i,'rs10NAk �S %'�` Thanlas A Alban) PE No.39380 MRek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 1,2016 ®WARNWG-Verity design paramerere and READ NOTES ON TH/SAND PICLUDEDf9rEK REFERANCE PAGE MII-74T3 rev. li=W1S BEFORE USE Deign vdltl for use only with Mnelc8 conneclors.lNe design Is based only upon parameters shown, antl Isfor an inc lvlduN bulldlrp component, ref ��• a lam system. Before use, the building designer must verify the appllcobililyof design parameters and popady incorporate erisdeslgn Into the overall bdidngdedgn.BrmhglrWlcatedlstopmventWcklingoflntlMtlualimssweband/orcterdmembersody. Addlionailemporaryaldpermarrentbracing MiTek' h always required for slabelly and to prevenl colic,,, Wlh ponNe persorx9 BlbAy arld property darnage. For general Guidance regardng the fab4karm storage, delivery, election arxl txacing of trusses antl Inns systems, seeANSVVII Quality Wed., DSB419 antl Bat BUeding Component 6904 Parke East BNd. Salary Information ovdtabie from ims Plate Imtlhde, 218 N. Lee Slreel, Suite 312. Nexontlda, VA22314. Tarry,. FL 23610 Job russ rusa ype Cry Ply Harbour Ridge Sales T]9]5066 ]319T JE3 MONO TRUSS 3 1 Job Reference (optional ma a.tt.1 Chambers Truss, r0a rierce,rt,.,,-....._,.............._.....___...__...._..-_ _ ID:sGg6l6SkuZZcDGXdilChnCyZVa9-[hZlcOewdOypZ73GSOfhvdx glL?aDyOfFOxHzpXJv 2gp ass 11 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 TCDL 20.0 Lumber DOL 1.25 BC 0.23 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 15.0 Code FBC2014/TPI2007 (Matdx-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 WEBS 20 SP No.3 REACTIONS. (Ib/size) 3=58/Mechanical, 5=389/0-8-0, 4=23/Mechanical Max Harz 5=307(LC 4) Max Upllft3=-122(LC 5), 5=-398(LC 4), 4=-10(LC 5) Max Grav3=204(LC 6). 5=504(LC 10), 4=69(LC 6) FORCES. glo) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-5=-458/411 DEFL in (Ioc) I/defl Ud Ved(LL) -0.01 4-5 >999 240 Vert(TL) -0.01 4-5 >999 180 Hou(TL) 0.02 3 n/a We Scale = 1:17.0 PLATES GRIP MT20 244/190 Weight: 141b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0.0 oc pudins, except end verticals. 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. NOTES- 1) Wind: ASCE 7-10; VU11=170Mph (3-second gust) Vasd=132mph; TCDL-4.2psf;, BCDL-3.Opsf; h=19ft; Cal II; Exp C; Encl., GCpi-0.18; C-C Extedor(2) -2-0-0 to 1-9-10, Interior(l) 1-9-10 to 2-10-4; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 1 1 F F 1 3) fit between theotto chord and any other membersP* This truss has been designed for a live load of sl on the bottom chord in all areas where arectangle 3-6-0 tall by 2-0-0 cattle will ``,`O PS A q�� 4) Refer to girder(s) for truss to truss connections. •.......... N ''9 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 lb uplift aljoint 3, 398 lb uplift atjolnt 5: ; � S�`••?j and 10 lb uplift at joint 4. . '. 6)'Semi-rigid pitchbreaks including heels' Member end IlAty model was used In the analysis and design of this truss. No 39380.. R1p�`,,�. Thomas A A llanl PE Na.39380 MRek USA, Inc. FL Cert 6634 6904 Padre East Blvd. Tampa FL 33610 Date: February 1,2016 O WARNING. Vedrydes/9npammereFv end READ MOTES ON THIS AND INCLUDED MREKREFERANCEPAGE M-7473 rov. rNa3/2015 BEFOREUSE Design vdd for use orgy v hMlfeM connectors. INsdeslgn Is based only upon parameters shown.and It (OF on ildlvdaal bu0tliag component.rat a true system. Before use, the building designer must verify the oWllcabilty of design paramelem and properly iaorporate Into design Into the overall MiTek' wchngdesign. BraclnOBdk'.atedktopnevenlbucklir oflndlvdU tnrssweband/orchordmemb mONy. Is always req,ined far stability and to pfeveni collapse with possible personal h;uy and lxopedy damage. For general gdoonce regoraing the fabdocion, storage, dellv.w. erecflon andi bracing of trusses and Buss sysfean , a9cANSIAP11 6uaBty called.. DSB-89 entl gal Building Component Salary Information avallatxe from louse Rate Institute. 218 N. fee Sheel, 3Wte 312, Nexandria. VA 22314. BNd. 3ae East st B Tampa, 6904 Parke 0b Truss runs Type Oty Ply Harbour Ridge Sales T]9]50B] ]31g7 JU MONO TRUSS e 1 Job Reference o tional CM1emEere Truss ron rierce. rl r s aeP zexma reeeinauaeme,,.... e I ID:sG9616SkuZZcDGxdilChnCyZVe9-IhZleOewdOypZ73GSOfhvdx7hg417aDyO1FOxHzpxJV 1-0-0 1-0-0 TOO 12 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. In 0oc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Ved(LL) -0.00 4 >999 240 TCDL 20.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 4 >999 180 BCLL 0.0 ' Rep Stress Incr YES We 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD DOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 2=32/Mechanical, 4=45/0-3-8, 3=14/Mechanical Max Horz4=45(LC 4) Max Uplift2=-61(LC 4), 3=-18(LC 4) Max Grav2=66(LC 6), 4=45(LC 1). 3=29(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:10.2 PLATES GRIP MT20 244/190 Weight: 4lb FT=20% Structural wood sheathing directly applied or 1-0-0 oc pudins, except end verticals. 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. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; Cat. II; Exp C; Encl., GCpl=0.18; C-C Extedor(2); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.60 tall by 2-0-0 wide will „fi,T 1111111 chord and other 4) (if Refer to girdeeen e(s) foom�s to truss connections. bey ``BOONS A. q 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 Ib uplift at joint 2 and 181b uplift at joint ,`% ��C E N 3. S. 6)'Seml-rigld pitchbreaks including heels' Member end fixity model was used in the analysis and design of this tmss. - No 0 3938(3938( W\ i �Si • 0 R 1 O, •'�\��� ,'`S,fJ;O N A7 ,0%,," Thomas A Pliant PE No39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; February 1,2016 Q WARNING- Vedtydealgnpsrarrelm and READ NOTES ON THXMDWCLUDEDMI KREFERANCE➢AGEM674n... 10022015BEFOREUSE �wR Design valid for use only With MITekaconnectors. Tins design 6 based only ion parameters showrf. and lslw on hdiNduai bu0dirxa component. not a truce system. Before use, the builclrg designer must Verify the appllcoWity of design parameters and properly slearPerate his design Into the overall bMtling design. Bracing lnalcated is to buckling Individual irusswele and/or members only. Acidltlonwl temporary and permanent bracing Welk' prevent of chord k dways required ron slaMityard to prevent collapse W lh posUe persorKa"and propedydamage. For genera guldance regarding Il e fabrk:afbn storage, delNery, erection and brachg of Intsesand Imsssystemx s ANSI/TPII Quality Cillerla, DSB-99 and BCSI BuOdleg Com eanenl 6904 Parke East Blvd. Safety Informalion available from tins Rate Insatule. 218 N. Lee Street. Suite 312. Alexandd0, VA22314. Tenrye, FL ants oD russ rase ype Oly Ply Hed'our Ritlge Bales T7975088 73197 xJ3 MONO TRUSS 2 1 Job Reterere o ironer Chambers Truss. Fog Please, FL Adequate Support Required LOADING(psf) SPACING- 2-M CSI. DEFL in (lac) Well Ud TOLL 20.0 Plate Gdp DOL 1.25 TO 0.18 Vert(LL) -0.00 7 >999 360 TCDL 20.0 Lumber DOL 1.25 BC 0.03 Vert(TL) -0.00 6 >999 240 BCLL 0.0 ' Rep Stress Incr NO We 0.07 Horz(TL) -0.00 1 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matdx-M) Wind(LL) 0.00 7 >999 240 Scale = 1:19.2 PLATES GRIP MT20 244/190 Weight 261to FT=20/ LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-23 oc pudlns, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical except (it -length) 1=10echanical, 7=0-11-5. gb)- Max Horz7=328(LC 4) Max Uplift All uplift 100 lb or less at Jolnl(s) 5 except 1=-259(LC 4), 4— 113(LC 4), 7=-275(LC 4) Max Gmv All reactions 250lb or less at Joint(s) 1, 4, 7, 5 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7-2221274 BOT CHORD 6-7=-328/0 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-4.2pst BCDL=3.Opsf; h=19f; Cat 11; Exp C; Encl.. GCpi-0.18; C-C Comer(3) -2-9-3 to 2-7-5, Exterior(2) 2-7-5 to 4-0-7; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrenl with any other live loads. `` S' A L„� %% 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. �% 'OP A( 4) Refer to girder(s) for truss to truss connections. ��%,O%G E N e9i 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift aljoirl 5 except 01=1b) 1=259`% �� SAC'•, l 6) ° 4=113, 7 275. reeks including heels" Member end fixity model was used In the analysis and design of this truss.No 3938LQ 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 E Uniform Loads (pit) , • �lj Vert: 1.2=-80 �' Trapezoidal Loads (pit) 0i�C�Si' OCR �•'•��,�� Vert: 2=-3(F=38, 0=38)40 4= 84(F— 2, B— 2), 7=0(F=15. 8=15)-to-5= 31(F= 1, B Thomas A Albert PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2016 Q WARNING- varNydusignp4ranerenand READ NOTES ON THIS AND INCLUDED MmEHREF£RANCEPAGEMB-747a nv. 10/034?0159EFOREUSSE Design valid for use anywlrn Mnelt® coarseclom This design Is based only upon parameters shown. arxl h for an Individual bultl8g component, nol a truss system. Before use. the bantling designer must verily the appllcabeily of design paameters and! factory Incorporate lhh design Into the overall IstopaeventWclrlrgoflndlvkiud mody. Addllloaaltemwrmymdpeimanentbracing MiTelt bullaln iclolgn. Br=hglwW to nwebandlorcMrdmemb h always required for stability oral to prevent cohere wllh possible personal hlury and properly damage. For general giidonce reconciling the 0g04 Parke East Blvd. fabrication storage, de very erection antl bracing of trusses and! Iran systems seeANSI/TPII Quolity Crites, DSB-89 and BCSI Building Component Solely Information avallable from Ines Rate Institute, 218 N. Lee Street. Sulle312, Alexandrim VA 22314. Taruye, FL =10 a Truss russ ype ty Ply Hatour Ridge sales nws9e9 73197 us MONO TRUSS 4 1 Job Reference (optional) Chombeas Truss. Fort Pierce, FL 7.640 a 5, 292015 MBek lndusines, Ins. Mon Feb 01 11:47:01 2016 Page t ID:sGg616SkuZZcDGXdilChnCyZVag-mt7QgkfZOi4gBHeS7jBwSgUDL4KrkxS5dJ?zTjzpXJu 3.2-14 "-] 9-10-1 3-2-14 33-10 3-3-9 LOADING (par) SPACING- 2-0-0 CSL DEFL. in Qoc) Wall L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vertfti LL) -0.05 6-7 >999 360 TCDL 20.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.23 6-7 >342 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.39 HOrz(TL) 0.01 6 n/a n(a BCDL 15.0 Code FBC2014/TPI2007 (Malnx-M) Wind(LL) -0.01 6-7 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.22-6-0 REACTIONS. (fib/size) 5=237/Mechanical, 6=418IMechanical, 7=654/0-11-5 Max Horz7=744(1-C 4) Max Uplif15= 526(LC 5), 6=-601(LC 4). 7=-897(LC 4) Max Grav5=499(LC 6), 6=624(LC 6), 7=654(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 1-2=0/319, 2-3=-384/0, 3-12=-271/0 BOT CHORD 1-7=0/323, 6-7=-646/673 WEBS 3-7=-145/547, 4-6=-945/908, 4-7— 336/318 Scale = 1:30.4 PLATES GRIP MT20 2441190 Weight: 52 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purtins. BOT CHORD Rigid ceiling directly applied or 9-0-4 oc 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=4.2psf•, BCDL=3.Opsf; hot 9ft; Cat. II; Exp C; Encl., GCpl=0.18; C-C Comer(3) 0-0-0 to 5-4-8. Exterlor(2) 5.4.8 to 9.8-5; cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconwment with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �.�OMPS A. A(e ei,� fit between the bottom chord and any other members. ��% 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at -lb) 5d26` 6=601,7=897. ZNo 3938Q 7) In the OA plCASEaks including heels' Member end fixity model was a no a the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (1j or back (B). LOAD CASE(S) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (pit) • O. Vert: 1=0(F=40, 6=40)-to-5=-197(F=-58, B=-58), 8=0(F=15, B=15)-10-6= 74(F=-22, B=-22) �,A'�sslO ... �� % Thomas A Albenl PE Na.39380 MfTek USA, Inc. FL Cart 6KM 6904 Parke East Blvd. Tampa R. 33610 Date: February 1,2016 Q WARNING - yedy daslga pars noteasand READ NOTES ON THIS AND INCL UDED MITEK REFER4NCE PAGEW7473 rev. 1=3W I F IREFORE USE Design valid for use orgy vsM MBek® connectors. This design Is based orgy upon narametersshown, and h for on Individual buadIng component not a truss system. Before use, the buldrg de5grler must verily Me opp leablily of de9gn parameters and propelly Incorporate this design Into the overall tmstweband/orctlordmemb MONy. Addlllonallemporaryarldpermanentbraclrg MiTek' hulldugdedgn.BrmhtglndlcaledistoMvenlbucHtWoflWMdu b olways required for stabally arxt to prevent collapse wlih possaxe petsordI boy and propeRy damage. For generol guidance re oadg me labrkgibrx storage, delivery, erection and broclrg of Imssss and Ines systems seeANSI/1PII Quality Criteria, DSB49 east SCSI BuB41ng Component 6904 Parke East Bird. Safety Mlo rruclon avanable from truss Role Inslllute. 218 N. Use Street, Sulle 312, slexorusla VA22314. Tsetse, FL =10 Job Truss Tarss Type Oty Pty Hallour Ridge Seles P9]a080 73197 V4 VALLEY 2 1 Job Reference o tional Ch6mbera Truss, Fort Pierce, PL 3x4 6 ax4 J 4." 4-0 F{,SF] Scale =1:8.7 Plate Offsets (X,Y).- 12:0-3-0 Edael LOADING(psl) SPACING- 2-0-0 CSI. DEFL, in 0oc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) n/a - We 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.22 Ven(TL) n/a - rva 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(TL) 0.00 3 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix) Weight: 111b FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=161/4-0-0, 3=161/4-0-0 Max Uptiftl= 115(LC 4), 3=-115(LC 4) Max Gravl=226(LC 9), 3=226(LC 9) FORCES. (Ib) - Max- CompJMax. Ten. -All forces 250 01b) or less except when shown. BRACING - TOP CHORD Structure[ wood sheathing directly applied or 4-0-0 oc pud[ns. BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. 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=4.2psF BCDL--3.Opsf; h=19ft; Cat II; Exp C; Encl., GCpi=O.l B; C-C Ex[edor(2); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord beating. 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 20.0pst on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. `%��/�� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 115lb uplift at joint 1 and 1151b uplift at `�� &5 A. A( joint S. ���.r�-••CEN•••e 7)'Semi-rigid pitchbreaks including heels- Member end fixity model was used in the analysis and design of this truss. :� V,% S�`••, No 3938Q ' J: E: . ;ii�Si•��R...%%% ,till O N AF ��C Thomas A Albanl PE No.39380 MRk USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data. February 1,2016 Q WARNING -Vorllyd.s19.P.ramolersend READ NOTES ON THISAND INCLUDED M/rEKREFERANLEPAG£MU-74T3 rev-1a 01SeEFORE USE �wR Design vdklfor use oNywith NLlebIDconnectom. INsdedgn b based any upon panvnetem shown. and h for an lnolufdrwl building component,not a buss system. Before use, the buldrg designer must verity the applicablltyof desgn parameters and property Incorporate th5 design Into the overall +•���'Jr`y bulldngdeslgn• Bra glndcatedlstopreventbucldhgo(lr Kdduoltruaweband/orcWrdmemb mrs y. AddfiondlennMaryond,eelmonentbrocing MiTek' b dwaysregr&ed for stabNlty antl to prevent collapse with pcabie pewnd h jury anal property domage, rar general gritlance regardrg the fablIcUtb¢ storage. delivery, ere0eon and bracing of fr r es antl muss systems. seeANSVWII Cuenty criteria, DS11-89 and SCSI 8uMmg component 6904 Parke East Blvd. Safety Inrormallon avdloUe from 1nxz Rate Insiliute. 218 N. lee Street - Suite 312 Nexondtla. VA 22314. Tampa, FL 33610 r - r Ob Truss Truss Type Oty Ply Hallour Ridge sales T]975091 ]319] v8 VALLEY 2 1 Job Reference (optional) IinaRlpers IIu9a. 4x4 = 2 •,orvvavy ca ev,a nu,en v................ ...-.. ov v..„�....�......, ...y.,. ID:sG9616SkuZZcDGXdiIChnCyZVe9-BSpYSIhRhcSF2kNf hrkd4T6fDlO"OHXJHDd42zpXJf 4 3x4 G 2x3 II 3x4 J LOADING (psf) SPACING- 2-0-0 CS]. DEFL In Quo) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TO 0.64 Vea(LL) rl/a - n/a 999 TCDL 20.0 Lumber DOL 1.25 BC 0.26 Verl(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 3 n/a n/a BCDL 15.0 Code FBC2014/rP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=196/8-0-0,3=196/8-0-0,4=369/8-0-0 Max Upliftl= 167(LC 4), 3=-167(LC 4), 4=-179(LC 4) Max Gravl=291(LC 9), 3=291(LC 9), 4=477(LC 9) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 Qb) or less except when shown. WEBS 2-4— 347/204 scale = 1:17.0 PLATES GRIP MT20 2441190 Weight: 26lb FT=20% BRACING - TOP CHORD Structural mod sheathing directly applied or 6.0-0 oc purlim. 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. 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=4.2pst; BCDL=3.Opsf; h=19ft; Cat II; Exp C; Encl., GCpi=0.18; C-C Extefior(2); Lumber DOL=1.60 plate gap DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0pst 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167111 uplift at Joint 1, 167lb uplift at Joint 3 OO�f PS f1. and 179Ib uplift at Joint 4. %,1, .• G E N 7) "Semi -rigid pitchbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. `� ; '�k < No 3931 O R 1V.'•�j��J 'S+fO Thomas A Alhanl PE No.39360 Mfrek USA, Inc. R. Carl 6634 6904 Padre East Blvd. Tampa FL 33610 Date: February 1,2016 A WARNING -Wray d4415Dparzmefors.dREAD NOTES ON THLSAND U/CLUDEDMREKREFERANCEPAGEM-7473m. 1WJ&iif5EEFGREUSE �■R Design volld for use any wltn MneMconnectors. ThIsdeslgn b based only upon parameters shovm, and is for an hdvtdfol taAdag component,not a hide system. Before use. Ilse bWldng designer must verify the appacabalty of design parameters and properly Brcorporate this, design Into the overall btAdrg design. &achg Indoated Is to Wcklhg of Indlvldual hussweb antl/or chord members oNy. Atldnotgl temporary antl permanent bracng +�•ia■`I MiTek' pfevent fogkwailon�stofage. deled (or ivery erectioand to nvent oralcradsnof muses aWin mend Inns systems, as v NSUtp11�9ualdamage. lry criteria. DSM9ral guldicince recording he , and BCSl Building Component U04 Parke East Bind. safety Information avallableUom lmss Rate lsu1Me-218 N. Lee Street. Sulfe812. Alexandra VA 22314. Tamra,FL aging Jo runs russ ype Ory Ply Harbour Bi4ge Sales 7975092 73197 V12 GABLE 1 1 ' Job Reference (optional) Gnamoers truss. ion rm—.— 2 Scale=1:23.2 3x4 1 2x3 114 3.411 LOADING(psf) SPACING- 2-0-0 CSI. D..L. in (Ioc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) rda - n/a 999 TCDL 20.0 Lumber DOL 1.25 BC 0.64 Vert(TL) n/a - n1a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 3 n/a n1a BCDL 15.0 Code FBC2014/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=286/12-0-0,3=286/12-0-0,4=629/12-0.0 Max Upliftl= 214(LC 4), 3=-214(LC 5), 4= 305(LC 5) Max Gmv1=412(LC 9), 3=412(LC 9), 4=825(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-4=-570/300 PLATES GRIP MT20 244/190 Weight 41 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. 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. 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-4.2psf; BCDL=3.Opsf; h=19ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-6-8 to 4-4-1. Interior(1) 4-4-1 to 6-0-0, Extenor(2) 6-0-0 to 9-9-10; Lumber DOL=1.60 plate gdp DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at jomt(s) except Qt=lb) 1=214, 3=214, 4=305. 7) "Semi -rigid pltchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. % 'Opls A. - 4FI �..0 E N SF No 39380- E Cc.40R1O,•'�\��� S,Ar 110 Thomas A Albanl PE 110.39360 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FIL 33610 Date: February 1,2016 A WARNWG-VerlryEml2AParametero end READNOTES ON THIS AND INCLUDED 1VrEKREFERANCEPAGEMO-7473re, 104 015BEFORE USE R D asetloNyuponparanetemetem.Ontlhformino,oratbuiltllnpcomponeoveT p■ a trmsWtem.BefoeNyv tr Wicingdoetwr mustthe l pp laWltyolde / lxrram meantl Ixopelly Incorporate ih5 design into the overall system. Before use. the i isO tlMeveer musk ilW MaNrg lntlMe rnatwebry MiTek' llc] t o and x0pedyearoam.ly.Atltlled19ddmporar9QCWrmanenl K alwal re9gn.Wor stgl�landto topreyenfbuckleh k always m stmi for delivery, el tl to prevent collapse With pocll f pefe injury ontl lxopedy ily CO e. For SB49 and BCS( ce rang tom the tleatole erection and Gnst of antl foots seeex61AP11 Qualify C4ketla, DSB-e9 w4 eCSI au9dNg ComponeN 6904 Pmke East BM4. allon a Salety Intorm0ilon avdlaMe tram lost Plate Irutitute. 218 N. Lee Sheet, 3Jte 312. Alexandra, VA2231d. solely 18 N. t.31 Tarrya, FL 3380 ,r J r Job Truss rasa Type Dry Ply Harbour Ridge Sales T]8]5093 73197 V16 VALLEY 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 a Sep 29 2016 Nffiek Industries, Inc. Man Feb 01 11:47:02 2016 Page 1 ID:sGg616SkuZZcDGXdilChnCyZVa9.E4hot3gBg7CXpGDeZRig_2ILVUIETTvFszkXOAzpXJI 8-0U 16.0-0 8 DO 800 Scale=1:30.7 4x4 = 3.4 i 8 7 6 3x4 11 W II W If w II 16-0-0 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (roc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.54 Veri(LL) nfa - Na 999 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.08 Veri(TL) Na - n/a 999 BOLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz( I-) 0.00 5 Na Na BCDL 15.0 Code FBC2014/TPI2007 (Matrix) Weight: 61 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 2x4 SP No.3 MITek recommends (hat Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 16-0-0. (Ib) - Max Horz 1=2(LC 4) Max Uplift All uplift 100 lb or less at (olnt(s) 1, 5, 7 except 6= 377(LC 4). 8_ 377(LC 5) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=386(LC 9), 6=728(LC 9). 8=728(LC 9) FORCES. (Ib) - Max CompJMax.Ten. - All forces 250(I1g) or less except when shown. WEBS 3-7=-274164, 4-5= 5891392, 2-8=-5891392 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=4.2psf; BCDL=3.Opsf; h=19f; Cat II; Exp C; Encl., GCpl-0.18; C-C Extedor(2) OF" to 4-4-1, Intedor(1) 4-4-1 to 8-0-0, Exterior(2) 8-0-0 to 12-0-0; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord beading. 4) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 1 `» r r r 4 r j� 5) • This truss has been designed for a live load o1 20.Opsf on the bottom chord in al I areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ,`�\� A ', A4e 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) 1, 5, 7 except at=lb) ``� �P • -' e ••q�1 �� �0... Ns'-. -i 6=377, 8=377. •�,� ; AC•, :� 7)'Semi-dgid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. .• e X No 3938Q iF �ORI'D NamI is 0 i�ssi0NAL 4000' Thames A Alban) PE No.39380 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 1,2016 Q WARNING -Verity design pararnatem and READ NOTES ON THIS AND MCLUDED IRTSK REFERANCE PAGEMIF7473 rev. I0103RaIS BEFORE USE �■t Design valid for use only with MBekfllconnectoe. Ns design Isbased onlyupon parameters shown, anal is for an IndividualIndividualbuilding component.net (+.��p a trust system. Before use, the bWC$Ig designer must verify It1e opplicab llry of design parameters and properly hcorafrate IhLt design Into the overall bnIDdngideslgn.Brac@g Inatimtetl is to prevent buckling of Whadud true webaM/or chord members oNy. Atltllllonal temporary entl permarent bracing Mffek' h always requiretl fa stability anal to prevent collapse wt1h posmle personal Injury and property damage. For general guidance regading the fabrkatbn. storage, delivery, erection end bracing of busses entl true sysfems-emsVTPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East BNd. safety Information ovdIcNe from true Rale Instlfute, 218 N. Lee Street, Sane 312. Nexandda. VA 22314, Tarrya, FL 33610 o Truss russ ype Dry PY Hekour Ridge Sales T7975094 73197 V2D GABLE 1 1 Job Reference (,tin.l Chambers Tram Fod Pierce, FL 7.640s Jep2v2ule MtiealnouStiloS.inc. 10UH-11e1 , eta Page! ID:sGg6l6SkuZZcDGXdllchnCyZVa9-E4ho13gB97CXpQDeZRi9_21OgUcQTQeFszlOmAzpXJt Base = 1:38.7 3.4 i 9 14 8 7 15 6 3.4 11 act It 3x6 — 2x3 II 2x9 11 LOADING(psl) SPACING- 2-0-0 CS]. DEFL in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Ve t(LL) n/a - nta 999 TCDL 20.0 Lumber DOL 1.25 BC 0.64 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.00 5 n1a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix) PLATES GRIP MT20 2441190 Weight: 75 lb FT=20! LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structure[ wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 20 SP No.3 BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. All bearings 20-0-0. (ib) - Max Uplift All uplift 100 lb or less at Jolnl(s) 1, 5, 7 except 9= 465(LC 4). 6=-465(LC 5) Max Gmv All reactions 250lb or less at Jolnt(s)1, 5 except 7=788(LC 9), 9=956(LC 9), 6=956(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-10= 336/221, 10-11= 324/230, 3-11= 250/246, 3-12=-250P246, 12-13=-324/230, 4-13= 336/221 WEBS 3-7=-449/134, 2-9= 780/492, 4-6= 700/492 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=4.2pst BCDL=3.Opsf; h=19fb Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-6-8 to 4-4-1, Intedor(1) 4-4-1 to 10-0-0, Extenor(2) 10-0-0 to 13-9-10; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. ��I11II rent with iruss has been designed for a truss has been designed for a li elttsf bottom chord live load rs load of 20. psf on the bottom chord all area y other live loads. 5) Thiswhere a rectangle 3-6-0 tall by 2-0-0 wide will .SO PS A' A�e j fit between the bottom chord and any other members, with BCDL=15.Op, sf. �` ' 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1, 5, 7 except (jt=1b) `J ��,: ��C E N 91165, 6=465. 7) "Semi -rigid pitchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. No 39380 — Thomas A, Albert PE No.39380 Mrrek USA, Inc. R. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; February 1,2016 Q WARNING- Vedfytlasignparamerors end READ NOTES ON TN75AND INCLUDED MREKREFERANLEPAGEMR7473ree.. 144KV2015 BEFORE USE Bodgn valld for use only with Mi/ek®connectors. This design le bosetl Only upon parameters shown and is for an Individual buldrag component.not �R M` a 1. system. Before use, the bWlding deggner must verify the opplicablAy of design parameters and property hcoiporate the design Into Ills overall band7orctwrdmemb mrs AdcAllonaltempororymcipeananenlbracing MiTek• bW1o1ixldesign. DacNglndlcatedlstopreventb Whgot Wividualtms y. faof tisbR sto atl efa, eliveryry, aened fobpreavednbt caocitrl Q of wlm psoasnd f m rssyf mhs santlI/Wil mlily Crigteer. iaF,oDr SgBenee9 raanl dW C[ Bu Whg Co mg pirennt Parke East BN. sNery Information avallobte hom truRate Institute. 218 N. lehool. SWte 312, Aoxardda. VAM14. Tarne. FL 33610 . .h F o Truss rUSS ype Oty P Harbour Ridge Sales P9]5085 ]319] V24 GABLE 1 1 Job Reference (optional) Chambers Truss, Pon Pierce, FL 7.640 a Sep 29 2015 MiTek Industries, Inc. Wn Feb 01 11:47:032016 Page 1 ID:sG9616SkuZZcDGXdilChnCyZVa9-jGFAEP9pwJKORaor7BDOXFZYRu3rCszO4dU4YczpXJs 23 6-0 11-9-0 Scale: 1/411' 4x5 11 3x4 / 9 14 87 15 6 3x4 zx3 II 4x6 — and 11 2.3 11 Plate Offsets (XY)-f8:0-2-0 0-0-01 LOADING(psl) SPACING- 2-0-0 CSI. DEFL. in (lot) Udell Vd PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.40 Ved(LL) n(a - n/a 999 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.25 Vert(Q rl/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES We 0.32 Horz(TL) 0.00 5 n/a We BCDL 15.0 Code FBC2014/TP12007 (Matrix) Weight: 93 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 23-6-0. Qb) - Max Uplift All uplift 100 lb or less at joint(s) 7 except 1=-117(LC 4), 5=-117(LC 5). 9=-534(LC 4). 6=-534(LC 5) Max Grav All reactions 250 lb or less at joint(s) except 1=317(LC 9), 5=317(LC 9), 7=732(LC 9), 9=1174(LC 9). 6=1174(LC 9) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2-11= 375/266, 3-11= 294/289, 3-12=-294/289, 4-12=-375/266 WEBS 3-7=-376f72, 2-9= 9041556, 4-6— 904/556 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psl; BCDL=3.Opsf; h=193; Cat 11; Exp C; Encl., GCpl-0.18; C-C Extedor(2) 038 to 4-1-1, Interior(l) 4-1-1 to 11-9-0, Exterior(2) 11-" to 15-6-10; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. ,���/,� 4) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. ��� �ppS A' q ,0 5)' This truss has been tlesigned 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=15.Opsf. ,�� V�G E iiS�. 9iLj 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except at=lb) 1=11r '. ,5=117, 9=534,6=534. No 39380..�.- 7)'Seml-rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. R�N Thomas A Allard PE No.39380 Mfrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa R. 33610 Date February 1,2016 ® WARN/NO- Vedydesignparametersand FlEAD NOTES ON TN/SAND MCLUOEO MI7£KBEFENANCE PAGEMLL7473ree 10NJB015BEFORE USE Design valid for use only Mlh Mnelnt) connectors. Ns design k based only upon parameters shown. and Is for an MMIdual WLtlitq component, nat �' a tons system. Before use, the bWldW deifUner must vault, the oppllcabelly of tlesign parameters arxi properly Incorporate this design Into Itre overall CWtlBrgdeslgn. Hmhg0>9lcate lopreventWcklingof]WMduof"ws bafmchordmembmoNy. Addeorwltemporaryandparmarenibracing MiTek' Is always required for stadllly and to prevent collapse with possrole, personal "and property damage. For general gddmce regardrg the fabrication storage, delNery, erection and bracing of trusses and buss systems seemsl/7PI1 Quality Criteria, DSB49 and Bost Building Component 6904 Parke East Blvd. Sanely Information avdlade from loss Rate InstlNle, 218 N. Lee Sheet Suite 312, Alexaredrim VA 22314. Tanga. FL 33610 Job Truss russ ype Cry P Hamour Ridge Sales T79]5096 73197 V25 GABLE 1 1 Job Reference (optional) Chamber, Truss, Fad Pismo, FL 45 II 3.4 1 11 10 9 a 7 6 3x4 11 2x3 11 3x6 = 2a3 11 2x3 11 3x4 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Poe) Vdefl Lid TOLL 20.0 Plate Grip COL 1.25 TO 0.39 Vert(LL) rVa - n/a 999 TCDL 20.0 Lumber DOL 1.25 BC 0.26 Vert(TL) n/a - n/a 999 BOLL 0.0 ' Rep Stress Incr YES WB 0.31 Horz(TL) 0.01 6 n/a Na BCDL 15.0 Code FBC2014/iP12007 (Matrix) Scale = 1:51.2 PLATES GRIP MT20 244/190 Weight: 100 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 SP NO.3 MITek recommends that Stabliizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation uide. REACTIONS. All bearings 23-6-0. (Ib) - Max Uplift All uplift 100 lb or less at joint(s) except 11= 251(LC 4), 6=-251(LC 5), 10-522(LC 4), 7-522(LC 5) Max Grav All reactions 2501b or less atjoint(s) except 11=474(LC 9), 6=474(LC 9), 8=630(LC 2), 10=1177(LC 9), 7=1177(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-11-413/270, 1-12=-348/204, 2-13-6461500, 3-13= 579/523, 3-14-579/523, 4-14=-646/500, 5-15=-348/204, 5-6=-413/270 WEBS 3-8= 278/19, 2-10=-900/558, 4.7-900/558 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft Cat. II; Exp C; Encl., GCpl=0.18; A. C-C Exterior(2) 0-1-12 to 3-11-6, Inledor(1) 3-11-6 to 11-9-0. Exlencr(2) 11-9-0 to 15-6-10; Lumber DOlr1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. `�% O�tP` • A(e �i� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� 1• .......... E 1. '9 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 `% � ; • � xS••, 2j tit between the bottom chord and any other members, with BC01-=15.Opsf. 6) Provide mechanical connection (byothers) of truss to bearing plate capable of withstanding 251 lb uplift at joint 11,251 Ib uplift at joints NO 3938 . 522 lb uplift at Joint 10 and 522 lb uplift at joint 7. . 7) 'Sam!-dgid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. iC�s•:OFtIV.�C % Thomas A Albert PE ND.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2016 Q wARNING-Verity dosrgaparametom and HEAD NOTES ON TNE:ANU INCLUDED MIIEKFEFERANCEPAGE1,1R74M My. IDUCAU 156EFOAE USE Design valid foruse only with MRecDtonneclors.INsdeslgrkbased oNy upon parometers shown. oao5foronin [Aafual building coMponentrof a truss system. Before use, the bulidkg designer must vohfy the appllcablay of design parameter and properly incorporate Ih6 dasIgn into the overall � bulldnod.sign. Rach901dlcated is to pseveni buckltrg of hldivldual lnrzs web anal/or ctartlmembersoNy. Addltbnal temporary and peimareni braGrg MiTek' 6 always required for staWiltyand to prevent callapse with possmle lx:isorwl Our, and property damage. Forgeneroiguldonceregaralrgthe fab4calbrx sloroge, delivery, erection anal bractV of trusses and fires systems, seeANSUIPII Quality Criteria, DSB-89 and SCSI euilding Component 6904 Parke Easl Blvd. Safety Information available from truss Rate Institute, 218 N. Lee Street. Sulte 312, Alexandra. VA 22314. Toone,rk 3a610 Symbols PLATE LOCATION AND ORIENTATION 14- 13 /4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. I For 4 x 2 orientation, locate plates 0-1ae 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 width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown Is for crushing only. Industry Standards: ANSI/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 I dimensions shown Infitsc sixteenths t It7I (Drawings not to scale) 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 ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR,3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MITek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wone al -joint locations are regulated by ANSI/TPI 1, 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted this design is not applicable for use with fire retardant presewofive treated, or green lumber. 10. Camber Is a non-structural consideration and Is the responsibility of truss fabricator. General practice is to comber for dead load deflection. 11. Plate type, size. orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or pudins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing a110 ft. spacing, or less, If no calling 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 bad 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 porflons of this design (front back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20.Design assumes manufacture In accordance with ANSI/TPI 1 Quality Criteria. 1Lumber design values are in accordance with A I 1 section 6.3 These truss designs rely on lumber values establishedfished by others. WREU-zl­-� FEE 03 2016 SCANNED MiTek St. Luce County RE: 73197 - Harbour Ridge Sales MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 336104115 Customer Info: Proctor Construction Project Name: Harbour Ridge Sales Model: Lot/Block: Subdivision: Address: unknown City: St Lucie County State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20120 7.6 Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 55.0 psf Floor Load: N/A psf This package includes 29 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. I Seal# I Truss Name I Date 1 T7975068 JA 2/1/016 118 IT7975085 JE1 2/11016 2 T7975069 IA1 I2/1/016 19 1T7275086 IJE3 12/1/016 I 13 IT7975070 IATA 2/1/016 IT7975087 IJU I2/1/016 I I4 T7975071 ATB 2/1/016 121 IT7975088 IKJ3 2/1/016 5 IT7975072 IATC 2/1/016 122 T7975089 IKJ5 2/1/016 16 IT7975073 ATD 2/l/016 23 T7975090 IV4 2/1/016 I7 T7975074 D I2/1/016 124 IT7975091 IV8 12/1/016 I 18 JT7975075 I DE 2/1/016 125 IT7975092 I V12 2/1/016 I 19 IT7975076 IE 2/1/016 26 IT7975093 (V16 2/1/016 110 IT7975077 I GRA 2/1/016 122 T7975094 I V20 2/1/016 Ill IT7975078 IGRD 2/1/016 128 IT7975095 IV24 2/1/016 112 I T7975079 I GRE 2/1/016 129 I T7975096 I V25 2/1/016 I 113 IT7975080 J1 2/1/016 I I 1 114 IT7975081 IJ3 12/1/016 115 IT7975082 IJ3A 2/1/016 116 IT7975083 J5 2/1/016 117 IT7975084 IJ5A 2/1/016 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2017. 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, per ANSI/TPI-1, Chapter 2. `%% KNS�A lA4 EN 6 �. STATE OF :��Z T' AI P'2c �' . 4 O Ft1 �� (�N •*4S'S/CNA� ESN%% Thomas A. A@anl PE No.39380 MiTek USA, Inc. FL Cart B634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2016 Albani, Thomas 1 of 1 Job Truss Truss Type Cry Ply Harbour Ridge Sales T79]SO68 73197 A HIP 2 i Job Reference (optional) chambers Tmss, ran Pares. FL , •�^�•P���...^"-•^" ;. •_ . ID:sG9616SkuZZcDGXdiIChnCyZVa9-7aPtldV1DOZNIRj81Cz5zJ_8FFEPwRJKsS6K30zpXK4 20.1172-0 iS60. 2-0 MD 2]-0a 338-0 3660 5-10-13 6U9 6B-0 2-0-0 Scale - 1:62.6 Sae MT18HS= 5x8 MT78HS= 3x4 It 3x6 = 3x4 = 3 27 4 5 6 28 7 7.00 F12 6a10 4 26 29 6x10 J 9 2 - 10 17 3a6 11 3x8 11 16 '� 14 13 '- 11 3x5 = 3x6 3x8 = 3x4 = 3x6 3x5 = to 3xe 11 3x8 11 2P9 2d0 eP0 1SP91 6Ba 669 2011-7 51619 viw 66e B$O 289 Plate Offsets (X,Y)-- I1:0-2-00-1-41f3:0-5-80-2-01 fTO-5-80-2-0119:0-2-00-2-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL In (loc) Vdeil Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.06 13-14 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.38 Ven(TL) -0.2613-14 >999 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz( I-) 0.06 10 Na n1a BCDL 15.0 Code FBC2014frP12007 (Matrix-M) Wind(LL) 0.0813-14 >999 240 Weight 217Is FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-12 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-2-6 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 SLIDER Left 2x6 SP No.2 2-7-11. Right 2x6 SP No.2 2-7-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 17=198010-8-0, 10=1980/0-8-0 Max Horz 17=-13(LC 4) Max Upfifl17=1285(LC 4), 10=-1283(LC 5) Max Grav17=2395(LC 9), 10=2395(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 238/561, 2-26=-2284/1053, 3-26=-2156/1079, 3-27= 2682J1432, 4-27=-2682/1432, 4-5=-2682/1432,5-0=-2682/1432,6-28=-2683/1433,7-28=-2683/1433, 7-29=-2155/1077, 8-29= 2284/1052, 8-9= 241/562 BOT CHORD 15-16= 664/1678, 14-15= 664/1678, 13-14= 1056/2422, 12-13= 652/1678, 11-12=-652/1678 WEBS 2-17= 2206/1245, 2-16=-719/1545, 3-14= 558/1029, 4-14=-539/435, 6-13= 540/421, 7-13= 560/1031, 8-11= 720/1545, 8-10=-2206/1243 ``,,O`^ PS• A-• NOTES ,��eZ• •``•r`�GE N3•' 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-sewnd gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; Cat II; Exp C; Encl., GCpl=0.16� F ••'•/ �� C-C Exledor(2) 0-0-010 3-9-10, Intedor(1) 3-9-10 to 9-0-0, Exlerior(2) 9-0-010 32-4-8, Intedor(1) 32-4-8 to 36-0-0; cantilever left and PAD 3938Q. right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Tt 3) Provide adequate drainage to prevent water pending. = ; 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 list bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12851b uplift at joint 17 and 1283 lb uplift at �� t,C` •'• O R % D•• joint 10. I�'lQs'• ..•�..\'`� 8) "Semi -rigid pitchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. ON M �%% Thomas A Allianl PE No.3938D Mfrek UK Inc. FL Cert 6634 69N Parke East Blvd. Tampa R.33610 Date; February 1,2016 ® WARNING. Verity designparamerers and READNOTES ON THISME, WCLUOED MAEKAEFERANCE PAGEMR-74TJre% ldfflgiSSEFCRE USE ^ Desgn valld for use onlywlth Mifelt®connectors. Ms design is baead only upon parameters shown. and is form Individual bulls gcomponent. Wt (`9 0 trusssysiem. Before use, the bWd W designer must verify ft a applicability of deslgn parameters mc! properly incolpomte fats design Into the overall buScIgdeiign. WacNglnacaietlistopreventbuckiingotlMivltlualiruswebantl/orchortlmembersonly. Atlatlorlatemporaryraltlpermanentbraclrg MiTek' Is away, requlred for stability and to prevent collapse wuh possNe personal hfury ad propedy damage. For general guidance regardng the fabricalbn, storage, delivery, aiecflon and bracing of inraes and truss systems. seeMSM11 Quality Cicada. DSS-89 and SCSI Building Component ON Parke East BNtl. Safety Information wadable ham buss Rate institute. 218 N. Lee Street, Suite 312 Alexardtla. VA 22314. Tampa, FL 33610 Job Job Truss Truss Typo Gty Ply Harbour flitlge Sales 79760a. Al HIP 2 1 Job Reference o fional Chambers Truss, Fort Pierce, FL r.au s cep zv zvm mu es muusnes, mc. mon 1 —1-1 11 1 1 11e1, ID:sG96l6SkuZZcDGXdilChnCyZVag-bmzGWzW f_JhENal LsvUKV WXljeYRfW EU56qubszpXK3 4-D1D 4-0-1D 26-031 -D M0 Moo 1F0 4-3-6 -6400 33-0-0 4x6 = 3xB = 4x6 = 22 3x4 1 Scale = 1:59.6 6x8 = 3xe = 4x6 = 2x3 3sB = 6xa = 3xa 11 4x6 = LOADING lost) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2014/TPI2007 CSL TC 0.53 BC 0.53 WB 0.55 (Matrix-M) DEFL. Vert(LL) Vert(TL) HOrz( I-) Wind(ILL) in (roc) vdefl Ud -0.11 14-15 >999 360 -0.3714-15 >993 240 0.09 9 n/a Na 0.06 12 >999 240 PLATES GRIP MT20 2441190 Weight: 2081b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-6-9 cc pudins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-11-7 cc bracing. SLIDER Right 2x6 SP No.2 2-7-11 WEBS 1 Row at midpt 4-14, 4-10, 6-9, 2-15 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation guide REACTIONS. (Ib/size) 9=1963/0-8-0, 15=1687/0-3-8 Max Horz 15=-121(LC 4) Max Uplift9=-1273(LC 5), 1 5= 950(LC 4) Max Gmv9=2525(LC 9). 15=2180(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2386/1136, 3-21= 2063/1a60, 4-21= 2063/1060, 4-22= 2108/1077, 5-22= 2108/1077, 5-6= 2438(1138, 7-8=0/266,1-15=-270/175 BOT CHORD 14-15= 615/1551, 13-14= 854/2285, 12-13=-854/2285, 12-25= 854/2285, 11-25=-854/2285, 10-11= 854/2285, 9-10= 645/1685 WEBS 2-14= 3/394, 3-14= 222/645, 4-14= 7727372, 4-12-0/402, 410L 70W360, 5-10— 234/671, 6-10=0/313, 6-9=-243&1163,7-9= 495/435, 2-15= 2378/1066 ����•\ p,S A A�qO� NOTES- ��``Z•0'GEN Ceq 1) Unbalanced roof live loads have been considered for this design. �� '� : YV SF�'•?/ �i 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Ops1; h=19ft; Cat. II; Exp C; Encl., GCpi=0.18� C-C Extedor(2) 0-1-12 to 3-11-5, Interior(1) 3-11-5to 8-4-0, Exlenor(2) 8-4-0 to 27-8-8, Intedor(1) 27-8-810 33-4-0; cantilever right : NO 39380. exposed; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 7 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 wll r� = fit between the bottom Chord and any other members, with BCDL = 15.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1273 to uplift at joint 9 and 950111 uplift at i• O•• joint 15. �i�CCs O R 1 7) "Semi -rigid pltchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. *-, SOON A� �'��`, 11111111111011 Thomas A. AlbaBl PE No.39380 MITek USA, Inc. FL Cart 6634 6904 Padre East Blvd. Tampa FL 33610 Data: February 1,2016 A WARNING -Vedly deslgnparamsrers end READNOTES ON THfSANDINCLUOED MOEKREFERANCEFAGEU9-74]3 rev. faAu2015 BEFORE USE �■�" Design vend for use only With Mgek®conuectors.This design 6 bused only upon parameters sfevvh. and lsfor on htllvIdual butdlrg component, hot a truss system. Before use, the burning designer must verity the opolcabilltyof design parameters antl properly hcor ac ate thodedgn Into the overall bliloingdesign. is tussweb, and/or chord members only. Atldironwl temporary and permanenibraclrg MiTek' Bracing Indicated to prevent buckling oflndlvklual 5 always required for dablllN and to prevent collapse Win poffille personal hlury and property damage. For genenil guidance regardrg the fabr ftan, storage, delivery- erection arxd bracbg of hoses and hus systems seeAN51,711 Quality Cdtera, DSM9 and BCSI BuBtling Component 69M Parke East Blvd. salary Information available from imss Rate Inslilute, 218 N. Lee Street, 6ulte 312, Alexandra, VA 22314. Tarrgra, FL 33610 Job Truss Truss Type Dry Pry Habour Ridge bates T]9]6070 73197 ATA ROOFTRUSS 2 1 Jab Reference o tiona l Chambers Truss. Fort Pierce, FL Mus;v.... ._.__. I D:sG9616SkuZZCDGXdilChnCyZVa93y W ejJXHpdp5_ktXOd?Z2k3Th2u?OKjdKmaRBizpXK2 6-312 10-0-D 154-0 20d-0 2S&0 31D0 334-0 53-12 S64 5.0-0 S0-0 S0.D 14-0 2<-0 Sx6 = Sx8 MT18HS= 2x311 a 0 W 4 29 30 6 ass Scale=1:60.8 3x8 4x5 = axis = 8x10 = 4x5 = 3x6 11 ass LOADING(psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 15.0 SPACING- 2-0-0 Plate Ono DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CS1. TC 0.45 BC 0.57 WB 0.72 (Matnx-M) DEFL. in (loc) Vdefl Ud Vert(LL) -0.25 12-13 >999 360 Vert(TL)-0.4712-13 >780 240 HOrz(TL) 0.04 10 n/a r✓a Wind(LL) 0.07 12 >999 240 PLATES GRIP MT20 2441190 MT18HS 244/190 Weight: 246 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-2-14 oc pudins, except BOT CHORD 2X6 SP 240OF 2.0E end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-15:2x6 SP No.2 WEBS 1 Row at midpt 16-17 SLIDER Right 2x4 SP No.3 2-6-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer .Installation Guide. REACTIONS. (Ito/size) 15=1837/0-3-8, 10=2107/0-8-0 Max Herz 15=-112(LC 4) Max Upliftl5=-785(LC 4), 10=-1114(LC 5) Max Grav 15=2617(LC 10), 10=2948(LC 10) FORCES. (Ib) - Max ComplMax. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 1-23= 2718/801, 2-23=-2556/813, 2-24=-3095/914, 3-24=-3000/933, 5-25=3009/913, 6-25= 3111/892, 6-7=-2712/815, 7-26= 2791/803,8-26=-2879/799, 1-15=-24711785, 3-27= 4012/1308, 27-28-4012/1308, 4-28=-4012/1308, 4-29=-401211308, 29-30= 4012/1308, 5-30= 4012/1308 BOTCHORD 13-16=-1081631, 3-16= 109l694, 12-17-90/645, �♦ 4 2-14=--478/2127,-1317-350/2274,=-1a(631.12269 WEBS 2-14=-1007/273,2-13-76/519, 5-17=-87/696, 6-12- 232/388, 6-11=-812/259, 8.11=-627/2216, 8-10=-2594/970, ♦ ON.4, 1-14=-587/2240, 4-18=-514/214, 3-18=-470/1599, 5-18=-459/1563 ♦♦♦`_^3SIIACe,', E '9 ♦♦♦ �,� •• 0 N NOTES 1) Unbalanced root live loads have been considered for this design. No 39380 lt- 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=1911; Cat. 11; Exp C; Encl.. GCpi=0.1 Jr C-C Exterior(2) 0-2-12 to 4-0-6, Inlenor(1) 4-0.6 to 10-4-0, Extenor(2) 10.4-0 to 24-1-10, Interior(l) 24-1-10 to 33-4-0; cantilever right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) 200.0Ib AC unit load placed on the top chord, 15-4-0 from left end, supported at two points, 5-0-0 apart. .� 4) Provide adequate drainage to prevent water pending. • 5) All plates are MT20 plates unless otherwise Indicated. 6) The Fabrication Tolerance at joint 13 =12 % S �j ••' O R IV �\ 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦♦♦ � •"""•�� �ss/O 8) - Thistrussfor a live load of on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will d ♦♦♦ 4 N M 't,,♦♦ hsigned between the bottom orn and any other membersPsf 9) Ceiling dead load (5.0 psf) on member(s). 16-18,17-18 Thomas A. Alban) PE No.39380 10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 12-13 M ak USA, Inc. FL Cent 6634 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 785 lb upl lit at joint 15 and 11141b uplift at 6904 Parke East Blvd. Tampa FL 33610 joint 10. Date: 12) "Semi -rigid pitchbreaks including heels" Member end flxitymodel was used in the analysis and design of this truss. February 1,2016 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. A WARNING -Verify EesiSa Pammetersaad READ NOTES ON THISANDINCLUDED MITEKREFERANCE PAGE 111II-74T9rev. IMMOIS BEFORE USE *� Design Vcold for use only with Mlkelao connector, this design is based only upon parameters shown. antl h for On InClkdUd binding component not 0 truss system. Before use, the burckng designer must verity the applkabilty of tlesign parameters and properly Incorporate this design Into the overall chord members only.Add1r.mltempcmryandpennanentbrgog MiTek' bunr9ngtl Qn.Bracing 0dlootedhtoprevent WcklingoflntlMdualimttwebarxl/or Is olwaysmcu,so for stability antl to prevent collapse with poSVNe personal InW and property damage. For general guidance regardlrlp the fabrication, storage, delaseay erection arxl bracing of tomes and fora systems seeANSI/TPI19uality Canada, DSB-89 ardi B061 Building Component 6904 Parke East Bind. safety Information ava ie from Trim Rate Institute. 218 N. Lee Street, Wle 312. Alexandtla, VAM14. Tampa, FL 33610 Job Truss Truss Type Ory PN Hakour Ridge Sales T79750T0 73197 ATA ROOF TRUSS 2 1 Job Reference o 6onal Chambers ores, Fort Pierce, FL T.640 s 5ep 292015 AMek Industries, Inc. Mon Feb 01 11.46:51 2016 Page 2 ID:sG9616SkuZZCDGXdilChnCyZVa9-3yW ejJXHldp5_kIXGd?Z2k3Th2u?OKjdKmaR6lzpXK2 ®WARNING- Venych signparamefeasandREADNOTESONTHISANDINCLUDEDMrTEKREFEBANCEPAGEMI4TCT3eu.I(M MtVISBEFOREUSE Design vaild for use only Wh MIIe1sN connectors. lNsdeslgn is based only upon parameters slta n,antl Is for On InciAdual Watling component not a Inns system. Before use, the bin ci ng tlestglur must very the aPP41cab0lfy of design parametemartd properly Incorporate IhSdesign Into the overall bWdngd,Jm. to Atlmlbrwlfern or andp unceanlbraGng MiTek' & hgtndVatetlisfopreventWcklingoflndMd weband/mG TdmembemoNy. k always regWretl to stobnlry arW to prevent collapse with pos9Ute persoml mpAy antl properly tlamrBe. F rgenernlgddoaceregarcLng the 6904 Parke East BNtl. fobrlcoflom storage. deiNery, erecllon and mock t of tnisseesand tms systems s OANSUTPl1 BuariryCdteda, D6849 cr BCSI Bugmng Component Terrpe, FL W610 safety Information avoliable ham Truss Plate lmfi te, 218 N. lee Street, Suite 312. Alexandria VA 22314. Job Truss Truss Type Div Ply Harbour Ridge Bale. W50]1 73197 ATB ROOFTRUSS 2 1 Job Reference (optional) Chambers Truss. Pon Pierce, FL ].640s5ep 282015 Mnek lntlusub., Inc. Mon Feb 01 1 1A6:51 2016 Pagel I D:sG9616SkuZZcDGXdiIChnCyZVa9-3yW ejJXHldp5_ktXOd?Z2k3Ts2uxOKndKmaRelzpXK2 5312 5312 1-1S4-D No Ve 25-0-0 -0 00E14 1S0 -031-0-0 334-0 S-0-D 2i-0 4x5 = 4x8 dry = Scale = 1:62.9 12 18 17 16 15 14 13 3x8 11 4x5 = 8x14 MT18HS= 8x10 = 3x8 = 3ffi 11 3x5 11 LOADING(psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber ROL 1.25 Rep Stress ]nor YES Code FBC2014/TP12007 CSI. TC 0.50 BC 0.57 WB 0.72 (Matdx-M) DEFL in Ooc) Vdefl Ud Vert(LL) -0.28 15-16 >999 360 Vert(r-)-0.5315-16 >700 240 Horz(TL) 0.04 13 n/a R1a Wind(LL) 0.10 15 >999 240 PLATES GRIP MT20 2441190 MT18HS 244/190 Weight: 231 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-14 oc purlins, except BOT CHORD 2X6 SP 240OF 2.0E end verticals. WEBS 2x4 SP No.3 `Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 1-18: 2x6 SP No.2 6-0-0 oc bracing: 12-13. SLIDER Right 20 SP No.3 2-6-11 WEBS 2 Rows at 1/3 pis 4-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 18=1837/0-3-8, 13=21071"-0 Max Horz 18=-112(LC 4) Max Upliffl8=-772(LC 4), 13= 1102(LC 5) Max Gfav18=2679(LC 10), 13=3008(LC 10) FORCES. (lb) - Max Comp./Max. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 1-25= 27941786, 2-25= 26331798, 2-26=-3185/912, 3-26= 3071/917, 3-4= 2664/855, 4-5=-790/147, 6-7= 793/150, 7-8= 26601847, 8-27= 3065/894, 9-27= 3172/888, 9-10=-3190/874,10-28=-2797/800, 11-28= 29631784, 1-18= 2531I"771,5-29= 646/107, 29-30=-646/107, 30-31=-646/107, 31-32=-646/107, 6-32=-6461107 BOT CHORD 16-17=-465/2200, 15-16= 330/2317, 14-15— 496/2351 WEBS 2-17=-1049/281, 2-16=-76/496, 3-16=-133/665, 8-15=-104/662, 10-15= 257/353, \\\ IFr � \ _n� ' P A 11-14=-617/2312, 11-13=-2643/954, 1-17=-574/2326,4-19=-2361/829, \\ ••„ 10-14=-830/264, ��; �� G E IV SF••• �'i �' 19-20= 2348/833, 7-20=-2357/828 `,\. i No 3938 �:�• 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=4.2ps1; BCDL=3.Opsf; h=19ff; Cat II; Exp C; Encl., GCpl-0.1$ C-C Extenor(2) 0-2-12 to 4-0-6, Interior(1) 4-0-6 to 12-4-0, EXtenor(2) 12-4-0 to 22-1-10, Interior(1) 22-1-10 to 33-4-0; cantilever right = -Q exposed; Lumber DOL=1.60 plate gnp DOL=1.60 3) 200.01b AC unit load placed on the top chord, 15-4-0 from left end, supported at two points, 5-0-0 apart. 4) Provide adequate drainage to prevent water pending. �' n ��j�``Sj 5) All plates are MT20 plates unless otherwise Indicated. 6) The Fabrication Tolerance at joint 16=12% • R 0._•`�� \\\\ �j� 5`�••'"•••�` load loads. \\\ ned for a 10.0 psfchordlth any ive has been esigned n TThis his truss all ant reas Where aer 6) has been dSS ootom f 0: st onve for a live the bottom chord r rectangle 3-6-0 tall b 2-0-0 wide Will ) 9 P 9 Y fit between the bottom chord and any other members. Thomas A Allian1 PE No.39380 9) Ceiling dead load (5.0 pst) on member(s). 3-4, 7-8, 4-19, /9-20.7-20 Mrpik USA, Inc. FL Cert I 10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 15-16 6904 Parke East Blvd. Tampa FI.33610 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7721b uplift at joint 18 and 1102 lb uplift at Date; joint 13. February 1.2016 12) "Sefril-ngid pitchbreaks Including heels" Member end nwty mooel was used In me analysis and design at this truss A WARNING- Verltydaslgn paramatersand READ NOTES ON THISANDWCLUDED MITEKREFERANCEPAGEM67473 rev. 10/DYF01SaEFOREUSE. Design valid for use only with Mnela Dconnectoa. this tlesign h based only Won parameters shown antl Is for. IndMtlual bullaing component, not �� event WckllN ner must of imMdml h web the antl/orrctmrd membenneteisand rs oNyl A dtl�orwlrate temporary�antllper nt overall &oeuse, me bWrnnq eid crA g MiTek' desstru. cAlg I lea Iis tto prdnQ kdwaysrecsora for elivelryor, toprevenlacingafne,x,andtpersorers.MondpropeMdamage. F.DS849mlguMrncedingCkrgihe fabrbalion storage, delivery, erection oral bracing of imssesantl tnmsystemz SeeAN51/IPI19uaiiN Ctltetla, D68-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Information available from Trim Rate Insetuie. 218 N. Lee Street. Wife 312, Ale ndrtm VA 22314. Tampa, FL 33610 Job Truss Truss Type Qry PlyHallour Ridge Sales T]BT50]1 1318] ATB RDDF TRUSS 2 1 Job Reference (optional) Chambers Truss, Fon Fl.... F1 NOTES- 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. r.GX a oay o ca m nn en maeaoma, .��.. d . a .......:.............. . R81 IDSG9616SkuIIc DGXdiIChnGyNa93yW ejJXHldp5_ktXQd9Z2k3Ts2uxOKndKmaRBIzpXK2 A WARNING - Verify designpammetemand READ NOTES ON THISAND INCLUDED M?EKREFERANCEPAGEM 74nnn, IO/DiSOISDEFOREUSE *� Designv d for use oNy v ffi Mileaconnectors. rnWdeagn is based only upon parameters shown, aM is for an indlvtdual lxRdtrlg component not @■.�Yq a Into system. Before use, lire builr9W designer must verify Ins applicabllly of design parameters and properly Incorporate this desgn Into the overall buutlingde9gn. IdWQoflMNWualtmnwebaMlorcnordmembers Addiilormitemporaryantlpermanentbrackg MiTek' DacInglndVdedhtoMventbu y. featfe oprevenicoll to possANe personal rytlam�e. Fargen9aldW Parke East Md. foe ays &j eMSVVIl DSB-69 and BCSI BuOding Component e. eiNeW,erM goft aM reet systems s, n aM bradng of Slaumgan&gine69NfabticatbR sauna Tarrya, FL 33610 T.m Aexanfla VA 223Cdleda, Safery Intormallon avdloae Rom truss %ate Institute. 278 N. Lee Street, SNte 312. AlexaMtl¢ VA 2231 q. a allaNe from It 18 N. Jab Truss Truss Type GN PN Habour Ritlge isles T7975072 73197 ATC ROOFTRUSS 2 1 Job Reference o tional Chambers Truss, Fort Pierce. FL Toeu. Sap 29 ZVID tones mw,ari.e, mC. W. rate er 11.46.522019a, ID:sG9616SkuZZcDGXdiIChnCyZVa9-Xg401dYvWxxycuSj_KW pMY6SDx7ngmYOJ?glzpXK1 lsao S3-1z lrrao 1Wo s4 zo-4o zseo 3100 3sao � S3-1z I sate I 400 18�a rot <au -I sate I s<o I zaa 4x4 = 7.00 12 6 7 4x4 = 4xe 19 1s 17 16 15 14 Wei I I 4x5 = U14 MT1aHS= rx8 = Sao = 3x8 if 3x51I S i O40 204-0 2580 31-00 31.409340 I Litz sae I 12M s4o s�a-0 oo4a> zi ao I Scale = 1:65 3 13 Plate Offsets(X.Y)-- H0:0-4-0Edgel 113:0-2-00-231 f15:0-3-80.1-81116:0-4-00-5-01 fiT0-4-OEdael " LOADING test) SPACING- 2-0-0 CSI. DEFL in (too) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(L-) -0.37 16-17 >995 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.59 Vert(fL) -0.7516-17 >490 240 MT18HS 2441190 BCLL 0.0 Rep Stress ]nor YES WB 0.73 Horz(TL) 0.04 14 n/a n(a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.1616-17 >999 240 Weight: 232 Re FT=20% LUMBER- BRACING - TOP CHORD 20 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-3 oc pudins, except BOT CHORD 2x6 SP 240OF 2.0E end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 1-19: 2x6 SP No.2 6-0-0 oc bracing: 13-14. SLIDER Right 2x4 SP No.32-6-11 WEBS 1Row at midpt 8-20 JOINTS 1 Brace at Jt(s): 20 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (Ib/size) 19=183710-3-8, 14=210710-8-0 Max Harz 19=-112(LC 4) Max Uplifts 9=-749(LC 4), 14=-1080(LC 5) Max Grav19=2740(LC 10), 14=3067(LC 10) FORCES. (Ib) - Max CompJMax Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-26-2879/765, 2-26= 27187777, 2-3-3259/B60, 3-4= 3119/877, 4-27- 2708/793, 5-27=-2650/803, 5-28=-285/26, 8-29-282129, 8-30=-2646/796, 9-30=-27047786, 9-10=-3114/852,10.11=-3260/843,11-31=-2886f770,12-31=30531754,1-19= 2595/749BOTC`` _^ �e WEBS HORD 2 18=-1070/26752 17= 136l41334 17 116-47412441 66l724 96=-133r/12, 11-16=-322/275, \ PS A. 11-15=-845/253, 12-15=-602/2424, 12-14=-2690/930, 1-18=-556/2433, 5-20=-2959/973, 0:.......... 0 E N g'• 20-21-2955/972, 8-21=2957/969 �� :.-', F'•, 2j NOTES- No 3938 ' 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; Cat II; Exp C; Encl., GCpi=O.i$ C-C Extenor(2) 0-2-12 to 4-0-6, Intenor(1) 4-0-6 to 14-4-0, Extenor(2) 14-4-0 to 16-4-0, Intedor(1) 20-1-10 to 334-0; cantilever fight exposed ; Lumber DOL=1.60 plate gnp DOL=1.60 3) 200.0Ib AC unit load placed on the top chord, 15-4-0 from left end, supported at two points, 5-0-0 apart. v E .� 4) Provide adequate drainage to prevent water pending. 5) All plates are MT20 plates unless otherwise indicated.•'•O R �• • �?\ ��� 6) The Fabrication Tolerance at joint 17=16% : �srj'"`•'• e TThishis rtruss has been dss has been esined for ned forawe load obottom f 20: chord st onlive the bottom chord in all awith reas where alive t rectangle le 3-6-0 tall b 2-0-0 Wide will s.��Of� 9 P 9 Y fit between the bottom chord and any other members. Thomas A. Allied PE No.39380 9) Ceiling dead load (5.0 psf) on member(s). 4-5, 8-9. 5-20, 20-21.8-21 MITak USA, In. R. Carl 6634 10) Bottom chord live load (40.0 psf). and additional bottom chord dead load (0.0 psf) applied only to room. 16-17 6904 Parke East Blvd. Tampa FL33610 11) Provide mechanical connection (by others), of truss to bearing plate capable of withstanding 749 lb uplift at Joint 19 and 1080 lb uplift at Data.. joint 14. February 1.2016 12) "Semi -rigid pltchbreaKs Including heels' Member end amLy model was usea In me analysis ana design or mis lmss ®WARNING- VerifydestgnparamefersadRFADNOTES ON THIS AND INCLUDED"ITEKREFERANOEPAGEMO-047J ree 10/O 15HEFOREUSE Dedrin wild for use oNy with Mlek®connectors. Mos design Is based oNyupon parameters shown and Isfor an Ndlvidual bu9tlirg component not a truss system. Before use, the building desgnsr must verify the appllcablllN of desgn parameters and properly Incorporate 815 design Into the overall bulldraidesgn.lbacing Uldicated lsto buckllrgof4Mlvidual hussweband/orctard membersonly. AOdtlorlaltemporaryaldpermanentbrming M!Tek7 prevent 6 always required for stabilliy and to prevent collapse v th possible personal hey and Mope" clarions. For general guidance regarchng the fabrMgton, storage, delivery. erecflon and braerrg of Busses and truss systems, seeANSI/(PII Quality Criteria, DSB-89 and BCSI Building Component 004 Parke East 13W. Safety Information available from Truss Rote Irellute, 218 N. Lee Street. Suite 312. Mexandria. VA 22314. Tanga. FL =10 Job Truss Truss Type Cry P Harbour Ridge Sales T]9]50]2 73197 ATC ROOFTRUSS 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL p ze zvm mu as maosnias, inc. au of oo«oio p.e.2 ID:sGg616SkuZZcDGXdiIChnCyZVa9-Xg40xfYvWxxycuSj_KWpa cY6SDx7ngmVOJ?glzpXK1 NOTES- 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. ®WARNING- Vadlydeslgn paramefereand READ NOTES ON THiSANOINCLUDED M?EKREFERANGE PAGEM674T3 rar IM3R015SEFORE USE R Dedgn valltl for use only xMh MHel*corvlectors. INsdesign is based oNy upon parameters shown, and is for an hxliAdual Wrding component.not q` temporaryantlInto WcHiN de�gnea must ofintl U ltnrsthe swebaW/oiOfdesM arc dtemandl membe oNy�yAtltllHonoIncorporate Wlitlingdaug bradrg iwiTek' . Wachlgltne nolcatedhf prevenl pemlanen�i k always required for stabluty and to prevent onllapse wim pogrole persorsd lnlury antl properly damage. For general gultlance regrading ine delivery, n oral bra(dfrg of 18 tens systems, /1PI7 Ctltetla, DSB-89 and HCSI BUHNng Component 6904 Parke M. Usrld Solely Infoustorage, Solely Information ovalloble hose buss Rate IreHMe, 218 N. Lee Sheet, State 312 PJexarxlda. VA 22314. tiaraIr . Nexa VA 223 336Eas16Ntl. Tarrya. FL 33610 Job Truss Truss Type Oty Ply Harbour Ridge Sales T]975073 ]3197 ATD ROOFTRUSS 4 1 Job Reference o tionai Chambers Truss, Fort Yl9Re, FL r.oau soap zx zmo nines inaustnes, inc. rmnrue v i ,reo a-u, au, ID:sG9616SkuZZcDGXdiiChnCyZVa9-?Le08?ZXHE3pE2lwX212799jasY8sC3wn43YCBzpXKO 52 10-4-0 154-0 F 264-0 2SW0 31.0-D 3340 5312 SO-0 S0.0 se 54-0 2-40 7o0 12 4x8 4x5 = 3x8 11 4x5 = 8xl4 MT18HS = auto = 3x8 = 3x6 11 3x5 11 Scale = 1:70.7 � 512 I ISM-0 N6 I 2SB0 W. 31 200 Plate Offsets(X,Y)- 13:0-4-OEdael 19:0-4.OEdge) f12:0-2-00-2-3) fl4:0-3-80-1-81 f15:0-4-00-5-41 f16:0-4-OEdgef LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (roc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.38 15-16 >969 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.7715-16 >481 240 MT18HS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.04 13 n/a n1a BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) -0.1615-16 >999 240 Weight: 2331b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlml except BOTCHORD 2x6 SP 240OF 2.0E end verticals. WEBS 2x4 SP No.3 *Except* BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 1-18: 2x6 SP No.2 6-0-0 oc bracing: 12-13. OTHERS 2x4 SP No.3 JOINTS 1 Brace at JI(s): 19 SLIDER Right 2x4 SP No.3 2-6-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance With Stabilizer Installation Quide. REACTIONS. (lb/size) 18=1837/0-3-8, 13=2107/0-8-0 Max Horz 18=-113(LC 5) Max Uplift 4), 13=-1060(LC 5) Max Grav 18=2771(LC 10), 13=3097(LC 10) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 Ob) or less except when shown. TOP CHORD 1-24- 29151743, 2-24-27531756, 2-3=-3304/838, 3-4=-3163/843, 4-5= 2755/769, 5-25-286(0, 7-26= 283/0,7-8= 2751/762, 6-9= 31571819, 9-10=-3304/814, 10-27=-29241747,11-27=-3091g31,1-18-26261731 15---49,8-15=-134R06, BOTCHORD 16-17-434/2316,15-114714/2,4-16 111C.WEBS 1/ 2-17= 1034/2516,15-1-147/402369,1 1671719, 8-14 70-15=-311/277, 10-14=-856/239, 11-14=-576/2457, 11-13= 2718/913, 1-17=531/2467, 5-19=-2888/945, \♦♦, ♦ P . A `♦♦♦♦_^`S1A1 0 7-79=-2866/945 G E N $�.; V� NOTES 1) Unbalanced roof live loads have been considered for this design. ••, NO 3938Q. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh, BCDL=3.Opsf; h=191t; Cat. II; Exp C; Encl., GCpi=0:1$ C-C Exterior(2) 0-2-12 to 4-0-6, Interior(7) 4-0-6 to 15-4-0, Extefior(2) 15-4-0 to 18-10-10; cantilever right exposed; Lumber DOL=1.6Q plate grip DOL=1.60 ^ -9 3) 200.0I1b AC unit load placed on the top chord, 15-4-0 from left end, supported at two points, 5-0-0 apart. 4) All plates are MT20 plates unless otherwise indicated. , E �i• 5) The Fabrication Tolerance at joint 16 = 16% �1 �� 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads.'•...........O R 1 �. �� `♦` • This truss has been designed for live load 20.Opsf on the bottom in areas where a rectangle 3-6-0 tall by 2-0-0 wide will �i 7) a of chord all between bottom iss♦♦♦ /���/� (yj }1., fit the chord and any other members. 8) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-19, 7-19 1",♦♦ 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 15-16 Thomas A Albenl PE No.39380 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7291b uplift at joint 18 and 1060 lb uplift at MiTek USA, Inc. FL Cart 6634 joint 13. 6904 Parke East Blvd. Tampa R. 33610 11)'Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. Data: 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. February 1,2016 ® WARNING -V d1yarestgnpa1am0s. antl READNOTES ON THISANDINCLUDED M?EKREFERANCE PAGEMR-74]3 rev. sN0YT BEFORE USE R Design vdid for use only won MlekO connectors. Ns design Is based onlyupon paameters Mown, antl k for an IndNdud bu0tling component not a mussystem. Before use, the bulldrg designer must verify Ilse oppllwbelty of design parametersantl propedy lrxrrmomie ttllsdesign Into free overall btNdng design. Waring Indicated is to prevent buckling of lndivkdual hues web and/or cterd members only. Atldnonal temporary and permanent brachg MiTek' KdwfaMlco bnorageOtleallvelry, er�ecaonantlnbracl�of inlssespar tlfrucess 6904 Parke East Iff eye ms.)S�eeAN51/IPI1�9ua Crlteriao00-89rantluBC3mBeretarcIngthe UJtl Component safety Information avdloble from Truss Rate Institute, 218 N. Lee Street. Sulle 312. Alezondda VA 22314. Tarrya, FL 33610 Job TrussTruss Type Qty Ply Harbour Ridge Sales T]9750]4 73197 D COMMON 1 1 Job Reference (optional) Chambers Truss, Fort Piems, FL 4x4 = 7.64Os Sep292Dt5MIreklnauelneS,Inc. Mon Feb Ol11:46:532016 Pagel ID:sG96l6SkuZZCDGXdilChnCyZVa9-?LeO8?7XHE3pE2lwX2127991FsgNsOown43YCBzpXKO 9-8-0 11-80 _ 4-1n-0 2-0-0 ' 1a12 = Scale =1:27.1 LOADING(Psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress ]nor YES Code FBC2014/TP12007 CSI. TC 0.76 BC 0.13 WB 0.11 (Matrix-M) DEFL. in Vert(LL) -0.01 Vert(rL) -0.03 Horz(TL) 0.00 Wmd(LL) 0.00 Qoc) Vdefl Ud 6-7 >999 360 6-7 >999 240 6 n/a n1a 7 >999 240 PLATES GRIP MT20 244/190 Weight: 581b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 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. REACTIONS. (lb/size) 8--687/0-8-0, 6=687/0-8-0 Max Horz8=143(LC 6) Max UpliflB=-587(LC 4), 6=-587(LC 5) Max Grav8=975(LC 10), 6=975(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 Qb) or less except When shown. TOP CHORD 2-9= 687/249, 9-10=-629/251, 3-10=-595/267, 3-11=-595/267, 11-12= 629/251, 4-12=-687/249, 2-8=-911/599, 4-6=-910/599 ROT CHORD 7-8=-6/294, 6-7=-71/431 WEBS 2-7= 103/314,4-7= 99/309 NOTES- ,11111111//// 2) Wind ASCErloads 7-to; VuHoof live 170mph (3 sm econd gust) Vasd=design. 13 ph; TCDL=4.2ps1; BCDL=3.Opsf; h=19ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Eldedor(2) -2-0-0 to 1-9-10, Interior(1) 1-9-10 to 4-10-0, Extedor(2) 4-10-0 to 8-7-10; Lumber DOL=1.60 plate gdp DOL=1.60 ,� �,� ••• G E N '9 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. �� ; ' N,� SAC••, 2/ 4)' 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. • NO 3938Q 5) Provide mechanical connection (by others) of thus to bearing plate capable of withstanding 587 lb uplift at joint 8 and 587lb uplift at joint 6. 6) °Semi-dgld pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. -� ; /• i .; 0R%V•'' i,���sSION 1111111110 E\-4 Thomas A. Alhanl PE No39380 Mfrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2016 ®WARNING -VeNfydeslSnp.elem and READNOTES ON TN/SAND INCLUDED MmEKREFERANCE PAGEMO-7473rev. 1MM015BEFOREUSE DUE* MITeMconrlectas.ThisdesignhboxedoNy Uponp oMeteMs own,andisforon IndiNduaib dlWcomponent,not a truss system. Before use, the Wiltlkg designer must veafy the opplicab011y of desgn parametemand Voperly klcowrate this design into the overall buldhlgdesign.@acNgirrJlcoietl is to prevent Wcklirg of lndlvldual imaweb orxf/or ctwrtlmembers only. Addlaonol lempororyontl pemranent brackg MiTek' t01 rrrequead for staMily and to prevent collorse With poamle persoral Pipay and popeM damage. For general guldonce regarmng the age, ereclion oral bract g of tnra and truce systems seeANSVIPII Ql Wlly Caleda, DSB49 and BCSI evading Component 6904 Parke East Bind. Sorely Inlermallon avdtable from Truce Rate Incaiute, 218 N. Lee Street. Sulte 312, Alexandria, VA 22314. Tarrya, FL 33610 Job Truss Truss Type ty, Pty Harbour flitl9e Sales 7975075 73197 DE COMMON 1 1 Job Reference (optional) Chambers Truss, Fod Pierce, FL T640 a Sep 292015 Mneklndustries, Ine. Mon Feb 0111:46:542016 Paget ID:sG9616SkuZZcDGXdilChnCyZVa9-TXCmMKZA2YCgrGc651YHgMhO_GwGbIL30ko5kdzpXK1 6-3-8 t1-9-0 5-6.8 /7N, .8 IJ�8 4x5 II 1 4x4 i 3x4 = 3x6 = 3x4 = 4.411 7 5� Scale = 1:45.7 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) Udell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.38 Ved(LL) -0.10 6-8 >999 360 MT20 244/190 TOOL 20.0 Lumber DOL 1.25 BC 0.47 Ved(TL) -0.31 6-14 >896 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.47 Horz(TL) 0.06 5 n/a n/a BCDL 1&0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.09 6-14 >999 240 Weight: 107lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-4 oc purins. BOT CHORD 20 SP M 30 BOT CHORD Rigid ceiling directly applied or 0-2-13 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be Installed during muse erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1261/0-8-0, 5=1261/0-8-0 Max Upllft1=-652(LC 4), 5=-662(LC 5) Max Grav1=1756(LC 9), 5=1756(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-19-2768/1019, 2-19=-2616/1032, 2-20= 2617/1046, 3-20=-2507/1068, 3-21=-2507/1068. 4-21-2617/1046, 4-22-261611032, 5-22= 2768/1019 BOT CHORD 1-8=-756/2269, 7-8-335/1374, 7-17= 335/1374, 17-18=-335/1374, 6-18= 335/1374, 5-6=a56/2269 WEBS 3-6=-424/1111,4-6=-756/458, 3-8=-424/1111, 2-8=-756/458 NOTES- 1) Unbalanced root live loads have been considered for this design 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; Cat. II; Exp C; Encl., GCpl=0.18; ate .60 has been for loads.`�OMPS"4 t bottom onl e nconcuffent other a liveoad areas 'RThisr[ • A, for aned the bottomad truss has been designedss of 20 Opsf ch chord In all where a rey ctangle 3-6-0 tallrlby 0-0iw de will ��` 4) E Ns' fit between the bottom chord and any other members, with BCDL = 15.Opsf. `�� �`� \:i 5) Provide mechanical connection (by others) of muss to bearing plate capable of withstanding 662 lb uplift at joint 1 and 662 lb uplift at joints. No 3938( 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. ,ON0.� ,e�00%� Thomas A. AlbanIPE No.39380 Mriek USA, Inc. FL Gen 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2016 AWARNPIG-VeeJydesr5nparamefersand READ NOTES ON THIS AND INCLUDED MITEKflEFERANCEPAGEMIP74T3 rev. IO/O.342015BEFORE USE D"gn valld for use oNy Wm MITek® connectors. Msdedgn Is based only upan parameters shown. and Is for an InclAdual building component not a frass system. Before use, fine buldug designer most verify the appllcabally of design parameters aril MIaerly Incorporate IhG design Into the overall buadingdesign. Wa hglndlcate KtopreventWcOlWofir l9 �webaW/wciwrdmembersoNy. A flo temporarymdpermanentbrachg MiTek' hdwaysre oredforsfabaVry topreventcollq WfhpossllNepersonNhl cndpmpeMdmncge. Forgenerarguldancetegarding the fabucalbM storage. delivery, erecflon and br ng of fmssesand i nss tems s MSUTPI1 HudltyCriteria, DSe-a9 and IKSI auading Component 6904 Parke Easl Blvd. Safety Inmormallon available trom Truss Plate IrStlMe, 218 N. Lee Street, safe 312 Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type ury Ply Habour Ridge Sales T]B]50]6 73197 E COMMON i i Job Referents (optional) Chambers Truss, Fort Pierce, Fl. Z640 s Sep 292015 MRek Indusmes, Inc. Mon Feb 01 11:46:be 2016 Page i ID:sGg616SkuZZcDGXdllChnCyZVeg-TXCmMKZA2YCgrCc65IYHgMh_CGwbm330ko5kdzpXK7 6-03 11-9-0 17.5-12 M-6-0 ~ 5812 ~ 5-5-12 6-0-4 US II 7 Id 3.12 11 3x4 = 3x6 = 3x4 = 3x12 II Scala = 1:48.7 LOADING(psf) SPACING- 2-0-0 CSL DEFL. In Doc) Veen Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.15 &10 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.43 Vert(rL) -0.39 B-10 >728 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.43 Horz(TL) 0.07 7 n/a rda BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) Wlnd(LL) 0.06 8-10 >999 240 Weight: 1281Is FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3.11-3 oc puding. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-4.3 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabillzers and required cross bracing SLIDER Left 2x8 SP 240OF 2.OE 2.6-0. Right 2x8 SP 240OF 2.0E 2-6-0 be installed during truss erection, in accordance with Stabilizer Installation oulde. REACTIONS. (lb/size) 1=1293/0-8-0,7=1292/0-8-0 Max UPIift1=-681(LC 4), 7=-681(LC 5) Max Grav1=1809(LC 9), 7=1809(LC 9) FORCES. (lb) - Max. ComplMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-274/89, 2-25= 2381/889, 3-25- 2255/906, 3-26=-2264/934, 4-26= 2164/950, 4-27= 2164/950, 5-27_ 2264/934, 5-28=-225W06, 6-28=-2381/889, 6-7=-274/89 BOT CHORD 1-10=-614/1862,9-10= 291/1244, 9-23=-291/1244,23-24= 291/1244, 8-24=-291/1244, 7-8=-614/1862 WEBS 4-8=-323/825, 5-8= 537/386, 4-10=-323/825, 3-10= 537/386 NOTES- 1) Unbalanced roof live loads have been considered for this design. 111111111! 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.Opsh h=19ft; Cat. 11; E1gx C; Encl., GCpi-0.18; ``% 11 C-C Exterior(2) 0-0-0 to 3-9-10, Interior(1) 3-9-10 to 11-9-0, Exterior(2) 11-9-0 to 15.6-10; Lumber DOL=1.60 plate grip DOL=1.60 `%%'0PS A- A( Oj 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcufrent with any other live loads. �` 0 •......... . •. • . 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will `�` ]�?: V� G E N'S4C fit between the bottom chord and any other members, with BCDL=15.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 681 Its uplift at joint 1 and 681 Its uplift at NO 39380 joint 7. = 6)'Semi-dgltl pitchbreaks including heels' Member end fixity model was used in the analysts and design of this truss. � T Thomas A Albanl PE No.39380 Mrrek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa R.33610 Data: February 1,2016 ® WARNING -Vodlydeslga parameferz and READ NOTES ON TNIS ANDINCLUDED M?EKREFERANCEPAGE11RF]4]3 rev. 10=2015 BEFORE USE Design volld for as only v Ih MITek® connectors. this design b based orAy upon parameters shown, and Is for an hro1vldual bu dlW component. not o Isus system. Before use. the bulici designer must veilty the oppllcablily of design parameters and prolxarly hcorporate Ihk desgn Into the overall touldlrgdeslgn.Brachlglnd istoprevenlWcldlWofl NUlluswebond/orcWrdmembenody.AtltllSorwltemporaryandpermanentbraclrg MiTek' Wa 6 always required for stall and to prevent coacpse wlih posal personal Wan and properly damage. For general gultlance regarding the tobdcotbn, storage, delNery, erection and bracing of fracas end Irus systems, seeANSI/IPII Quality criteria, DSII and SCSI Surreal Component 6904 Parke East BNd. Safety Information oval from Truss Rate Inalkile, 216 N. Lee Sheet Suite 312, Alexandra. VA 22314. Ta rl FL 33610 Job Truss Truss Type Oy Ply Harbour Ridge Sales ne]son 73197 GRA HIP 2 �s G Job Reference factional) Chambers Truss, Pon Planer FL /.a4e s oep zszma ran as mousnes, inc. man ream ncroao rvi6 rn,a i ID:sG96l6Sku7ZcDGXdllChnCyZVa9.OWKKmObOZ9SO5VIVDAblinnMI3eK3fgMT2HCOW zpXJz 2-4 0 30.0 2352 29 0-0 33&0 2-0 2 iH 2-40 4-0 2�11 1SO 5614 SS2 SS2 5614 4-30 -0 5X6 = 7.00 12 3X4 II 3XB = 3X6 = 3.4 11 5x8 = 28 29 4 30 31 32 5 33 6 347 35 36 8 Scale = 1:62.6 Sz10 i 27 37 5x10 9 38 1221 39 40 41 42 43 44 45 46 47 48 17 16 15 14 13 12 11 3z8 11 ass 11 3x4 = SXB = 3A 11 5x8 = 3X4 = 3x6 II 3x8 II 2-0G 24A >-0e 12614 tIE 23-52 29e-0 338G 3}Qa360a en.n 2 1 ss14 sae ssz i MM a6o Dom z-0a ]ol a 51 Plate Offsets(XY)-- f1:0-2-120-1-81 f2:0-2-50-2-0113:0-6-00-2-01 f8:0-6-00-2-41 f9:0-2-50-2-41 t10:0-2-120-2-01 f13:0-4-00-3-01115:0-4-00-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Doc) Mail L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Veti(LL) 0.15 14 >999 240 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.2413-14 >999 240 BOLL 0.0 ' Rep Stress Incr NO WB 0.48 Horz(rL) 0.07 11 n1a n/a BCDL 15.0 Code FBC2014/rPI2007 (Matrix-M) Weight: 434 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 ROT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 2-17.9-11: 2x6 SP No.2 SLIDER Left 2x6 SP No.2 2-6-8, Flight 2x6 SP No.2 2-6-8 REACTIONS. (Ib/size) 17=2919/0-8-0, 11=2919/0-8-0 Max Horz17=-13(LC 4) Max Upllftl7=-2646(LC 5), 11=-2647(LC 4) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 Go puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (Ib) - Max ComplMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-27=-2908/2602, 3-27=-2811/2619, 3-28=-3898/3542, 28-29-3898/3542, 4-29— 389813542, 4-30=.389813542, 30-31=-3898/3542, 31-32=-3898/3542, 5-32= 389813542,5-33=-3898/3543,6-33=-3898/3543,6-34=-3898/3543, 7-34=-3898/3543, 7-35=-3896/3543, 3"6=3898/3543, 8-36— 389SM543, B-37-2811/2620, 9-37=-290812602 BOT CHORD 1639-2036/2410, 39-40-203612410, 1540=-203612410, 15-41— 3602/4350, 41-42=-3602/4350, 42-03---3602/4350, 14-43=3602/4350, 14-04=-3602/4350, 44-45-3602/4350, WEBS78-27562554,2'6=2220254�'3-16=4410/44315=1612/1958, 4150644/704, 5-15=-609/475, 5-14=-151360, 5-13=-608/474, 7-13=-6451705, 8-13=-1612/1958, ♦♦♦`Q E N,S`�. 9iL� `♦♦♦��;``�,\G 8-12=-410/445,9-12=-2221/2541, 9-11=-2756/2554 : •, No 3938Q NOTES- 1) 2-plytruss to be connected together with 10d (0.131')V) nails as tollowal Top chords connected as follows: 2x4 -1 row at 0-60 Do. = ,9 Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. i E Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 DC. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (3) 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. .. C .• ♦,♦� �� �` • 0 R \O, 3) Unbalanced root live loads have been considered for this design. 4) 19, s _`� ,,'�O ��♦♦ (3-second 40 34-4-8, and N A' C-C Extedorr(2) 0-0 0 to 3 90 OP Interior(l) 3 9h o 7 0-0 Exledor(2) 7-0-0 to Intetlo (1) 34-4-8 to 36-0 0; cantilever left right exposed; Lumber DOL=1.60 plate grip DOL=1.60 A Alban) PE 80 Thumas;5) Provide adequate drainage to prevent water pending. 60 MRek USA, Inc. FL Cert 6634 MffekU Carl 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6904 Parke East Blvd. Tampa R.33610 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 Dom: fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 2646lb uplift at joint 17 and 26471b uplift at February 1,2016 Q WARNING -VaNN design parameters and BEAD NOTES ON THIS AND WCLUDED AR EK REFERANCE PAGE M674T3 rev. 10032015 BEFORE USE *R Design volld for use oNy Wan IvIlcomasclors. This design N based any upon poromefers shown. and is for an hdiAdual building component.net a truss system. Before use, the building designer ratan verily the applicability of design parameters and properly Incorporate This design Into the overall Mdldirgdeagn. Brc tedlslopreventWcMhgoflndlvUu tnmwebcM/oretodmemb modv. AddiflonaltemporaryandpermanentbracBg a�•jY�l■� MOW gl Is always reWred for stability and to prevent collapse with possible personal Injury and property tlamal For general guidance, regarding the East B d. 6904 Parke East Blvd. Parke IONIOCtlGr on storage, delivery, erectiG,J bracing of Mrsans and iris sysfems, aaaANSVTPli Quality cal uric, DSB-b9 and BCSI Budm Building Coponenf Tama. solely Information available from Teas Plate Institute. 218 N. Lee Susan, Wile 312. Aexondda, VA 22314.MIO Job Truss Truss Type Qry Ply Haroour Ridge Sales T1975077 73 197 GRA HIP 2 G Job Reference (optional) Chambers Truss, Fan Pleura, FL 7,"0 a Sep 292015 MTek measures, Inc. Man Feb 01 11:46:56 2016 Page t ID:sG9616SkuZZCDGXdiiChnCyZVa9-OwKXmObQZ9SO5VIVDAblinnMt3eK3fgK4 r2HCo WzpXJz NOTES- 9) °Semi-ngld pilchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection deuice(s) shall be provided sufficient to support concentrated load(s) 181 Ib down and 684 lb up at 7-0-0, 56 to down and 231 Ib up at 9-0-12, 56 Ib down and 231 Ito up at 11-0-12, 56 lb down and 231 It, up at 13-0-12. 561b down and 231 to up at 15-0-12, 56 to down and 231 Its up at 17-0-12, 56Ib down and 231 to up at 18-11-4, 56 Its down and 231 lb up at 20-11-4, 56 Its down and 231 lb up at 22-11-4, 56 Ib down and 231 lb up at 24-11 A. and 56 lb down and 231 Ib up at 26-11-4. and 181 Ib down and 6841b up at 29-0-0 on top chord, and 392 lb down and 4861b up at 7-0-0, 34 Ito down and 41 lb up at 9-0-12, 34 Its down and 41 Ib up at 11-0-12, 34 Ib down and 41 Ib up at 13-0-12, 34 Ib down and 41 Ito up at 15-0-12, 34 Ito down and 41 lb up at 17-0-12, 341b down and 41 lb up at 18-11-4. 34 is down and 41 Ito up at 20-11-4, 34 lb down and 41 Its up at 22-11-4. 34 Its down and 41 to up at 24-11-4, and 34 Ito down and 41 lb up at 26-11-4, and 392 Ito tlown and 4861b up at 28-11-4 on bottom chord. The designtselectlon of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-80, 3-8=-80, 8-10=-80, 18-22=-30 - Concentrated Loads (lb) Vert: 3=-181(F) 6=-56(F) 8=-181(F) 16=-392(F) 12=392(F) 28=-56(F) 29=-56(F) 30=-56(F) 31=-56(F) 32= 56(F) 33=-56(F) 34=-56(F) 35= 56(F) 36= 56(F) 39=-17(F) 40= 17(F) 41= 17(F) 42=17(F) 43=-17(F) 44=-17(F) 45= 17(F) 46=-17(F) 47= 17(F) 48=-17(F) ®WARNING -Verily design p.m.ater. antl READ NOTES ON MS AND INCLUDED MITEKREFERANCE PAGEMII.7473 rev- I&V3G0I58E5OFE USE Design vdid for use only wlth MITeMconnectors. Tins design k Dried only upon parameters shown and is for an Individual building component, not a truss system. Before use. the bAdrg deslgner most verily line applicabtilty of design parameters antl properly Incorporate this design Into the overall "dngdeUgn. Bracing Indicated! late prevent bucidingoflndlvidualtnrsswebantl/or chordmembersoNy. A dIllormltemporaryandpemwnentbraclrg MiTek' Is always required for stabilltyand to prevent collapse with possmle person trllury and property damage, rorgenemiguiderseregardngthe foblcotbru storage, delivery, erecibn antl Haring of imsses antl imusystems, WeMSI/TPl1 Quality Criteria, 0SB-69 and BCS] Bu[N ing Component 6904 Patke East Blvd. salary Infofmallon available from Truss Plate Institute, 218 N. Lee Street, Suile 312, Nexandrlo, VA 22314. Terry., FL 33610 0 Truss Truss Type Dty Ply Harbour Ridge SalesT]9]50]8 ]319] GRIDHIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL P12T8 12 44 = 10x10 = Scale = 1:26.0 Plate Offsets ()%Y)— 13:0-5-8 0-2-01 ITEdge 0-9-01 110:Edge 0-9-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (too) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.73 Vert(LL) 0.01 8-9 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.02 8-9 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.17 Horz(TL) 0.01 7 n/a rVa BCDL 15.0 Code FBC2014/rP12007 (Matnz-M) Weight: 59 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 10=628/08-0, 7=627/08-0 Max Horz 10=143(LC 6) Max Upliftl 0=873(LC 4), 7=-645(LC 5) Max Gravl0=91 B(LC 20), 7=934(LC 19) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-11— 680/381, 3-11= 646/392, 3-12= 647/381, 4-12=-647/381, 4-13— 679/378, 5-13=-713/367, 2-10=-877/682, 5-7= 890/653 BOT CHORD 9-14— 377/719, 8-14= 377/719, 7-8-139/283 WEBS 2-9— 432/551, 5-8= 403/559 Structural wood sheathing directly applied or 6.0-0 oc purlins, except end verticals. Rigid ceiling directly applied or B-0-0 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: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Extedor(2) -2-0-0 to 1-9-10, Intedor(1) 1-9-10 to 3-0-0. Extenor(2) 3-0-0 to 6-8.0; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will, fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 673 lb uplift at joint 10 and 645 lb uplift at= joint 7. 7)'Semi-rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 424 It, down and 384 Ib up at 3-0-0 and 2531b down and 152 Ib up at 4-10-0, and 457 Ib down and 327lb up at 6-8-0 on top chord, and 61 Ib down and 143 Ib up at 3-0-1 and 51 Ib down and 35 Ib up at 4-10-0, and 61 Ib down and 143lb up at 6-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-80, 2-3=-80, 3-4=-80, 4-5=-80, 5-6=-80, 7-10=-30 M ��O�.�CENBE No>�( ORI) -'a/11111141" Thomas A Alhanl PE No.39380 MiTek USA, Inc. FL Cen 6634 6904 Padre East Blvd. Tampa R. 33610 Date: February 1,2016 AWARNWG-Verilydesign parameremand READ NOTES ON MIS AND INCLUDED MR£KR£FERANCE PAGE M1 74T]rev. 1WO.L20IS BEFORE USE. volld for use ONywlm MiTek® connectors. ➢ ladesign Is basetl onlyupon parameters shown. and Is for an Indlvbual Wading component not Nil' a lass system. Before use. the binding designer must venry thm e applicability of design parameters and properly hcomwrate tit& design Inlo the overall Wlldngdeslgn. aachglM nwvve and/orclwrdmemWm3 Addillondtemp cRidWmanentbrMing MiTek' atedhtopteveniWcldingoflWd ua y. 401WaysregWed(orstONItymwtopreventcollq withpossColepeaontl04urya pfopedyd=n e. For general gultlance regading the fabrlcalb4 storage, delivery, erecnon antl txadng of Inmesand tnrssyefemt ssoANSI/TP11 Quarry Criteria, DS9-89 and SCSI Building component Less Police East Blvd. Safety InfoanaHOn available from Truss Rate Instllum. 218 N. Lee Street Sulte 312, Alexandria, VA 22314. Tempe, FL 33610 Job Truss toss ype Qty ply Harbour Ridge Sales T7075078 73167 GRD HIP 1 1 Job Reference (optional) Chamber.Ts.ss, Fon Pismo, FL LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=70(B) 4=70(B) 9= 24(B) 8= 24(B) 12=22(B) 14d(B) 7,"086.p 29 2015 MI Ins IntlO8VIe8, Inc. Mon Feb 0, 11:46:572016 Paget ID:sG9616SkuZZcDGXdllChnCyZVeg-u6uv Mc2KTaFIfKhmt6_H JRrr2KoBuVii l mKyzpXJy Job Truss Truss Type Q ry Ply Harbour Ridge Sales T7975079 ]318] ORE COMMON 1 2 Job Reference (optional) Chambers Truss, Fort Ple¢e, FL ,mom 4x5 = 5-8-12 Scale a 1:53.2 0 Io Plate Offsets (X,Y)-- 12:0-6-1 Edgel f10:0-6-1,Edge1 LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.06 13-15 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.2113-15 >999 240 BCLL 0.0 ' Rep Stress Incr NO We 0.27 Horz(TL) 0.08 10 War We BCDL 15.0 Code FBC2014/rP12007 (Matrix-M) Wind(LL) 0.0813-15 >999 240 Weight: 2901b FT=20% LUMBER - TOP CHORD 20 SP M 31 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 SLIDER Left 2x8 SP 240OF 2.0E 23-0. Right 2x8 SP 240OF 2.0E 2-6-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0oc bracing. REACTIONS. (lb/size) 2=2811/0-8-0, 10=281110-8-0 Max Horz2=-220(LC 7) Max Uplift2=-1908(LC 4), 10=-1908(LC 5) Max Gmv2=3765(LC 10). 10=3764(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 pb) or less except when shown. TOP CHORD 23=-925/207, 3-4=-4256/1783, 4-5=-3952/1831, 56=3390/1642, 6-7=-3390/1642, 7-8=-3952/1830,8-9=4256/1783, 9-10=-926/207 BOT CHORD 2-15-987/3261, 14-15=-987/3261, 13-14=-987/3261, 12-13-1069/3385, 10-12=-1069/3385 WEBS 6-13-860/16BB,7-13-1307l766, 5.13=-13013767 NOTES- 1) 2-ply truss to be connected together with 1Od (0.131•x3') nails as follows: `,`,li111111 Ili Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. ,1, ' p S A , Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. O Webs connected as follows: 2x4 -1 row at 0-9-0 oc. %%,��: ••\ G E N 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 Of connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. No 3931 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psF BCDL=3.Opsf; h=19f1; CaL II; Exp C; Encl., GCp1=O.1C1 C-C Comer(3) -3-6-0 to 0-4-0. Exterior(2) 0-4-0 to 11-9-0, Comer(3) 11-9-0 to 15-6-10; Lumber DOL=1.60 plate grip DOL=1.60 = 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 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 wl11 E fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 19081b uplift at Joint 2 and 19081b uplift at ,� •• t O R I Q �`��` joint 10. _•` ��,,SSIO Girder rigid including hee s Member fixity In design this truss. N A, `` o 9) pitehb eaks end model was used the analysts and of 1e LOAD CASE(S) Standard Thomas A Aral PE No.39380 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Mfrek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Uniform Loads (pit) Date' Vert: 1-2=-80, 2-6=-185(F=-105), 6-10=-185(F= 105), 10-11=-80, 16-22=-30 February 1,2016 AWARN/NG-Vadydesl9nparameferaandREADNOTES ONTH/SANOWLLUOEOMITEKREFERANOEPAGEMO.74]9rev.100 9158EFOREUSE Design valid for use only with twtek®connecters. INs de9gn b based only upon Parameters shovm, and b for an IndlvIclad building component. not a tray system. Before use, the bull6lrg dedgner must very the applicaWlryof design parameters antl properly hco porate this design Into the overall balding design. recall Indicated is to prevent bucking of intllvttlual ttumweb antl/or chord members only. Additional femporzay and permanent bracing KWIC b alwayz required for slobellyand to Wevenl collapse Will porlble personal inMy anal propeM damage. For general g,¢dance regarding le f0b6a011on. storage, dellvety, erecllon arxl bractrg of Imsaesand huary terra weMSI/Wit Quality criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Smey Infoleration ovdlable from ➢ra Rate IntilUe, 218 N. Lee Street. SW1e312, Alexowim VA22314. Te,rpe, FL gating Job Truss toss Type Oty Ply Harbour Ridge Sales T]B]5080 73197 it MONO TRUSS 8 1 Job Reference (optional) Chambers Truss. Fort Pierce, FL 7.6905 Sep 292015 MA eY.mtlu51rie5, ID0. Men k6D 0111:45:bU ZUIb Vnge1 I0:sG9616SkuZZCDGXdilChnCyZVa9-MJRH Bicg5N5KpvtKbdDgCsfJtGOXeNfxlmJtOzpXJx 3x6 II 2 :2 2A-0 0<-0 Scale = 1:16.2 Plate Offsets (X Y)-- 11:0-2-12 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL In (lac) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.58 Vert(TL) 0.00 5 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.15 Horz(TL) -0.07 3 n/a via BCDL 15.0 Code FBC2014/rP12007 (Matrix-M) Wind(-L) -0.00 5 >999 240 Weight: 191b FT=20% LUMBER - TOP CHORD 2X4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-7-11 REACTIONS. (lb/size) 3= 238/Mechanical, 4-308/Mechanlcal, 5=860/0-8-0 Max Ho¢5=155(LC 4) Max Uplitt3- 238(LC 1).4-308(LC 1), 5=-1075(1C 4) Max Grav3=235(LC 4), 4=349(LC 4). 5=860(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown. WEBS 2-5=-477/508 BRACING - TOP CHORD Structure] wood sheathing directly applied or 3-0-0 oc putting. 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. NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132ni TCDL=4.2psF BCDL=3.Opsf; h=19f; Cat. II; Exp C; Encl., GCpl=0.18; C-C Exlerior(2); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 3)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will IIt between the bottom chord and any other members. ���� S A. 4) Refer to girders) for truss to truss connections. `� �P %�0 '�• 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 238 lb uplift at joint 3, 308 Ib uplift at Joint 4 E N and 1075 lb uplift at Joint 5. 6)'Seml-rigid pitchbreaks Inductng heels' Member end fixity model was used In the analysis and design of this truss. No 39' (d' E mow` lO N A, % Thomas A Albanl PE No.39380 MRek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2016 ®WARNi Veldy Eeslgnparamafersand READNOTE50N TNIS AND INCLUDED MR£KRE4RANC£PAGEhVP74n rev. I0Af31?015EEF0REU9E Design wild for use only Wth Miek®connecfors. this design Is based ontyuuon porameters shown and Is fa an IndMdud buldW component, not a Inns system. Before use. Ira budding designer must verity IM appllcabBiryof design parameters antl propedy boomorate Dlls design into the overall Wddngclesign. eackViWkat lstoprevenl Wcidingoflndivldunlhusweba lorch"dmemberso AtldtloroltemporaryantlW=mentM=ing MiTek• y. belways regdredfor stablllty and to prevent collcipse with possible personal BlhAy and property damage. For general guidance regarding me fabrlcolbn. storage. deliver , erection aW bracing of muses and Ws systems, se vuNSlyrPlI 6uallN Criteria, DSB49 and BCSI Budding Compomml 6904 Parke East EIW. Safety Information available from T. Rate Instlfule. 218 N. tee Street. State 312. Alexandra. VA 22314. Tanya, FL 33610 Jo Truss rusS Type Gly Ply Harbour Ridge Sales TTB]5oe1 ]319] J3 MONO TRUSS ] 1 Job Reference o tionel Chombers Truss, FDA Pierce, FL LOADING(psf) SPACING- 2-0-0 TOLL 20.0 Plate Grip DOL 125 TCDL 20.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 15.0 Code FBC2014rrP12007 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 SLIDER Left 2x5 SP No.2 2-7-11 ].640 s Sep 29 2015 Mnek Industries, Inc. van Feb Ot 11:46:58 2016 Page 1 ID:sG96l6SkuZZCDGXdiIChnCyZVag-MJRHBicg5r i5KpvemdDgCseCIHOXekfxLmJtOzpXJx Scale = 1:23.2 R:616 CSI. DEFL. in (loc) Wall Ud PLATES GRIP TC 0.62 Ved(LL) -0.01 4-5 >999 240 MT20 244/190 BC 0.54 Vert(TL) 0.01 4-5 >999 240 WB 0.13 Horz(rL) -0.11 3 n/a Na (Matrix-M) Weight: 251b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. 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. REACTIONS. (Ib/Size) 3=39/Mechanical, 4=-20/Mechanical, 5=514/0-8-0 Max Horz5=263(LC 5) Max Uplift3= 113(LC 6), 4=-20(LC 1), 5=-562(LC 4) Max Gmv3=157(LC 6), 4=50(LC 6), 5=551(LC 9) FORCES. (lb) - Max CompJMax.Ten.-All forces 250(Ib) or less except when shown. BOT CHORD 1-5=-206/263 WEBS 2-5=-451/430 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.Opsf; h=1 Sit; Cat. II; Exp C; Encl., GCpi-0.18; C-C Extedor(2) 0-0-0 to 3-9-10, Interior(1) 3-9-10 to 4-10-4; cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent with any other live loads. III I111I I 3) • This truss has been designed for a live load of 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ��`` fit between the bottom chord and any other members. �%%ONS A. 4) Refer to glider(s) for truss to truss connections. `�%%0 •' G E N 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113lb uplift at Joint 3, 20 lb uplift at joint 4 �� /� ; '�� and 562 lb uplift at joint 5. 6)'Seml-dgld pitchbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. No 39, R�O•(,?�,, -•lrinnl.•- Thomas A Albanl PE No.39380 MRek USA, Inc. FL Cert 66M 6904 Parke East Blvd. Tampa FL 33610 Data February 1,2016 Q WARNING-VerUy designpafametetsend READ NOTES ON THIS AND INCLUDED NITEKREFERANCE PAGE MII-7473rev. 10TI22015 BEFORE USE. Design valid for use, only WM NJielkIsconnectors. Inls denim b based only upon purameiers mown. and Is form IndiMcittal building component net a Imsssystom. Before use, the buPang designer must verliy the oWlIcabillN of design parameter and properly hoop erale Ihh design Into the overall bulldrgdeslgn.buckling Addinorraltemporaryardpemranenttxacleg MiTek' &aclnOindlcatedIstoprevent oflndiddualtmsweband/orchordmemberoNy. IS always required for stabllllyond to prevent collapse With possi personal injury and property d®nage. For general guidance agan&rg the eastB 690d Parka East Bid. fabricationstrcre. eliveehoecll ofl18se aackNrldP Quali23Mdteria, DSB49 and SCSI Banking Component Tanya.rL sedbeciing Lee free.6uiteJl Job Truss fuss type Cry Py Harbour Ritlge Soles T]B]5082 73197 J3A MONOTRUSS 1 1 Job Refererwe o tional Chamber. Truax, Fon Pierce. FL IT I, ro zo,o inuae u.ausm........ w a 0i , - z, y=, ID:sG9618SkuZZCDGXdiIChnCyZVa9-MJR HBicg5ni5KpvtKbd DgCshitN6XgvfxLmJtOzpXJx f— 3-0-0 3-0-0 Scale = 1:22.3 39 3x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdef1 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Ved(LL) -0.00 3-4 >999 360 W20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.15 Vert(TL) -0.01 3-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 2 n1a n/a BCDL 15.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.00 4 "" 240 Weight: 16111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD SOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=108/Mechanlcal, 4=147/0-e-0, 3=38/Mechanlcal Max Horz4=147(LC 4) Max Uplitt2= 157(LC 4), 3=-94(LC 4) Max Gmv2=194(LC 9), 4=147(LC 1), 3=118(LC 6) FORCES. (lb) - Max CompJMax Ten. -All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 3-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizes 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=4.2psl; BCDL=3.Opsf; h=19ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Extedor(2); Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 1111111 4) Refer to girder(s) truss to truss 5) Provide mechanicalrconnections. connection by othe s)of truss to bearing plate capable of withstanding 157lb uplift at joint 2 antl 94lb uplift at Joint ,�>`O PS A• A4e �i e3. � 6) Semi-rigld pllchbreaks including heels' Member end fusty model was used in the analysis and design of this truss.ZZ ��/�`�; \G E N S`F•; 9�i ��' No 39380 v : E �w` ii��5i •: p R Thomas A Albaul PE No.39380 Mfiek USA, Inc. R. Cert 6634 6904 Parke East Blvd. Tampa R.33610 Date: February 1,2016 A WARNING -Verify dasignpammeler. sneIREAUNOTES ON THIS AND INCLUDED MGEKR£FERANCEPAGEMQ7473 mv. nV03COr59EFOREUSE Dedgn valld for use oNy W1h Wields connectors. IrJsdesgn is beend only upon parameters shown, and is form MAdual WIdW component,not 6■B ��• a Inns system. Before use, the banding dedgner must vedfy the oppllcabBItyof design parameters and proleedy Incorporate thledesign Into the overall bfdkiingdeslgn. Atldlllorwltemporaryantlpelmanenlbracirg MiTek' aachgOrdk:atedkloprevenlbucldkgoflndNlduallnnsw.band/orctwrtlmembesoNV• b olways fequlred for sfablllly and to prevent collapse with possOrle pmonal berm/ and lxopelly carnage. for general guidance regarding the stomae, delivery, erecflon antl bfwhg of trusses and Inns systems w0ANSI/fPll Huallty Cdledo, DS849 and BCSI BuDding Component Bg04 Parka East Blvd.1Nvlcotbn Solely Information avallable from lrus Rate Inslllute, 218 N. Lee Steel, WIe312. Alexarstldo, VA 22314. Tairye, FL East Job Truss Truss Type Cry Ply Harbour Ridge Sales T]9]5083 73197 JS MONO TRUSS 20 1 Job Reference a tional chambers Truse. Fon Yiame, 11 I DsG96163kuZZcDCJ(dil ChnCyZVa9-qV?fP2dl s4gyyzU3uI85NPPd)HdmG5Po9? W sPrzpXJw Scale = 1:28.1 LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.35 Vert(LL) -0.06 4-5 >974 240 MT20 244/190 TOOL 20.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.07 4-5 >725 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.17 HOrz(TL) 0.17 3 n1a rl/a BCDL 15.0 Code FBC2014/TPI2007 (Mamx-M) Weight: 311b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 GOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.22-7-11 REACTIONS. (Ib/size) 3=136/Mechanica1, 4=46/Mechanical, 5=572/0-8-0 Max Ho25=348(LC 5) Max Upllft3-243(LC 5), 4=-21(LC 5), 5-529(LC 4) Max Grav3=302(LC 6), 4=103(LC 6), 5=637(LC 9) FORCES. (Ib) - Mex: Comp./Max. Ten. -Ail forces 250 (lb) or less except when shown. TOP CHORD 1-10-3281332, 2-10— 3131338 ROT CHORD 1-5=-2851348 WEBS 2-5=-627/556 BRACING - TOP CHORD Structural wood sheathing directly applied or-6-0-0 oc purims. BOT CHORD Rigid ceiling directly applied or 9-1-10 oc bracing. MiTek 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=4.2psf; BCDL=3.Opsf; h=19ft; Cat. II; Exp C; Encl., GCpi-0.18; C-C Eldenor(2) 0-0-010 3-9-10, Inledor(1) 3-9-10 to 6-10-4; cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcument with any other live loads. ,����` S A. ' 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ``� O` p A4 - Imo, fit between the bottom chord and any other members. �� G E N q 4) Refer to girder(s) for truss to truss connections. �� AZ J �.� SF••.?/ 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 243lb uplift at joint 3, 21 ib uplift at joint 4 •• and 529 lb uplift at joint 5. NO 39380. —t- 6) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. �•OL �R�t NAL Thumas A. AOratil PE No.39380 Mfrek USA, Inc. FL Gen 6634 6004 Pxdfe East Blvd. Tampa R. 33610 Date; February 1,2016 Q WARNING.Vefiydesfgnpammerersand READNOTES ON THISANOINCLUOEDM? KREFER UCCPAOEM➢-7473.. 1049/0159EFOREUSE Design valld for use onty with MlreM connectors. lNsdedgn k based oNy upon parameters stgwn. and Is for an hMMdual bukding component nor a truss system. Before use, the Melding designer must vedy the clop lcabliry of design prnamelers and properly Incomoraie this design Into the overall WcWhgofiniAduattnrssweba /orctwrdmembmoNy. Addlflorwi temporary alM pemrartent bachg MiTek' bWdtrg tledgn. BraGnglydkcaedlstoprevent 5 always required for stablilyand to prevent collapse%vto possible personor injury and properydamage. For generalgWtlonce regarding me tOb lk llon, storage, delyery. erection aW bracbg of tmssesand Imss systems s MSI/TPII Quality Cdteda, DSBA9 and BCSi Building Component 004 Perk. East Blvd. solely Inlormaeon ovollabie fr m tors mate Institute. 218 N. tee street. Salle 312, Nexanddo, VA 22314. T.W., FL 33610 Job Truss Truss Type Dty, Ply Harbour Ridge Selea 9]5084 73197 J5A MONOTRUSS 4 1 Job Reference o fional Chembars Truss, 3x5 i.wuaoeVeac�,agte n i Tl o.'q'y'IUI3u,1a,.�wv..'.- y... IDSG9616SkuZZcDGXdiIChnCyZVa9-qV?fP2dls4gyyzU3u183NPPsGHdJG60o9? W sPrzpXJw axn 11 oxv — LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) Odefl L/d TCLL 20.0 Plate Gnp DOL 1.25 TO 0.41 Ved(LL) -0.03 3-4 >999 360 TCDL 20.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0,09 3-4 >602 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz( L) -0.00 2 n/a n/a BCDL 15.0 Code FBC2014/rP12007 (Matdx-M) Wind(LL) 0.00 4 "" 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 20 SP No.3 BOTCHORD REACTIONS. (lb/size) 2=188/Mechanical, 4=257/0-8-0, 3=68/Mechanical Max Horz4=255(LC 5) Max Uplift2=-273(LC 5), 4=-17(LC 4), 3= 86(LC 5) Mm Grav2=337(LC 9), 4=259(LC 9), 3=146(LC 6) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 3-4=-255/200 WEBS 1-3=-214/274 Scale = 1:28.0 PLATES GRIP MT20 244/190 Weight 261b FT=20% Structural wood sheathing directly applied or 5-0-0 Do pudlns, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTeK recommends that Stabitlzers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quids. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst; BCDL=3.0psf; h=191t; Cat. II; Exp C; Encl., GCpi=0.18; C-C Extenor(2) 0-1-12 to 3-11-6, Interior(1) 3-11-6 to 4-10-4; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �l „S 3) `This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will `%� A. fit between the bottom chord and any other members. `` �� OoP 4) Refer to girder(s) for truss to truss connections. 273 lb 2, 17111 uplift at joint 4 ��` •' G E N ; 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding uplift at joint V� and 861b uplift at joint 3. 6) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. NO 3931 fl ,' �� N A Thomas A. Abaft PE N0.39380 Mlrek USA, Inc. FL Cent 6Ti34 6904 Path East Blvd. Tampa R.33610 Date: February 1,2016 ®WARNING- yedrydesignpsraa;&taMand REAO NOTES ON THISAND/NCLUDED M?EKHEF£NANOEPAOEMM74]srev. 10/0220I5 BEFORE USE Detlgn valld for use onywlth Na9ek0connectors.m%design k based any upon parameters snows, and is for an individual Wilding component.nor �R a huasystem. Before use, the bWlNng designer must verity the apPilcoballyof design parameters and properly Incorporate This design Into the overall Wading bucHing individual imssweb and/or chord members oniy. Addrional temporary and permanent bracing `] MiTeK design. &achlg lndiwted N to prevent of 6 always required for sfobiry and to prevent collapse with possmle personal bnlury ad properly damage. For general guidance regarding the fabdcclbn, storage, delNery, efeceon and bracing of trusses and truss systems S90ANSIRPII Quality Crife ra, DSB.89 and BCSI Building Component 004 Parke East Stud. Safety Informallon available from Truss Rate InsaMe, 218 N. Lee Street. Suite 312, Alexancido, VA 22314. Temp.. FL 3a610 Job Truss Truss Type Cry Ply Herbavr Ridge Sales T]9]5085 73197 JE1 MONO TRUSS 4 1 Job Reference tional Chambers Truss, Fan Pierce. Fi. f.oce sae. ze zme mues ind.alles, mu. M.rr Fab0111 A6.59 coo P,1 ID:sG9616SkuZZcDGXdilChnCyZVag-gV7f P2dls4gyyzU3ul8SNPPghHkpG7_09? W sPrzpXJw Scale = 1:11.1 LOADING(pst) TOLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress ]nor YES Code FBC2014/TP12007 CSI. TO 0.58 BC 0.12 WB 0.00 (Matrix-M) DEFL in Vert(-L) 0.00 Vert(T-) 0.00 Horz(fL) -0.01 Wind(LL) -0.00 Doc) Vdefl Ud 5 >999 360 5 >999 240 3 nVa IVa 5 >999 240 PLATES GRIP MT20 244/190 Weight: 8lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-0-0 as puriirls, except BOT CHORD 20 SP No.3 end verticals. WEBS 2x4 SP NO.3 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. REACTIONS. (Ib/size) 3-145/Mechanical, 5=440/0-8-0, 4=-33/Mechanical Max Harz 5=213(LC 4) Max Up11113— 196(LC 10), 5=-579(LC 4), 4= 33(LC 1) Max Gmv3=240(LC 4), 5=595(LC 10), 4=20(LC 6) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-546/581 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; Cat. II; E1p C; Encl., GCpi=0.18; C-C Extenor(2); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 list bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will other members. 4)1Referto girder(s) forit beeen the bottnmuss tochord trruss cnd monnections. �pS A. 44 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 196 lb uplift at Joint 3, 579lb uplift at Joint 5 ,.;C E N S . eq `����,0 and 33 to uplift at joint 4. :'�, 1_ 6)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. = N�Q z 'IE :�W ,,`S,0 N A, �0C � 111 Thomas k AJWIPE No.39380 MITek USA, lire. R. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2016 ®WARNING- Verify detign peramefres and READ NOTES ON MIS AND INCLUDED Ml7EKREFERANCE PAGE M0.7473 rev. filAi 15 BEFORE USE. Design vard for are any Wrh Mllelo connectors. This design b boead only upon Parameters shown, and is for a1Individual Wilding comical not a truss system. Before use, the buedng designer must verify the applk,ablity of tleslgn parameters oW properly Incarcerate this design Into the overall bulltlingdesign. Bracing lsto Weldingoftrldlvidual imsweb ad/or chord members oNy. Addllonallemwa mdpeimanentbracblg MiTek' Indicated prevent 6 always required for stability antl to prevent colloyea wah posexe personal h1ary and property damage. For general guidance regardug the 004 Parke East BMd. fotxlcatbn storage, deWery, erecton and bracing of trusses and bus systems seeANSV/PI1 @uaery Cdreda, DSB49 and BCSI BuOding Component TaWa. FL 33610 Safety Informallon available floor Inrss Rate losefuts, 218 N. Lee Street, Sulte 312, Alexcndda. VA 22314. Job Truss Truss Type Oly Ply Harbour Ridge Sales T]9]5066 73197 AS MONOTRUSS 3 1 Job Reference o tional Chambers Truss, Fort Pierce, FL Lwu s sep 2e zma mu as muustnes, mc. an reo or ,, r,u. amo ra, , ID:sGg6l6SkuZZCD(BXd'IIChnCyZVa9-IhZlcOewdOypZ73GSOfhvdnwgtL?aDyOfFOxHzpXJV "No a on N 2-11 , ass 11 B1-11U Scale = 1:17.0 Plate Offsets (XY)-- 12:0-2-0 0-1-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Voc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.01 4-5 >999 240 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.01 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) 0.02 3 rJa rVa BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Weight: 14 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 3=58/Mechanical, 5=389/0-8-0, 4=23/Mechanical Max Horz 5=307(LC 4) Max Uplift3=-122(LC 5). 5— 398(LC 4), 4=-10(LC 5) Max Grav3=204(LC 6), 5=504(LC 10), 4=69(LC 6) FORCES. IN) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-458/411 Structural wood sheathing directly applied or 3-0-0 oopudins, except end verticals. 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. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Extedor(2) -2-0-0 to 1-9-10, Intedor(1) 1-9-10 to 2-10-4; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcument with any other live loads. 3) fit This bass the bottom chords d any other memberfor a live load of s sf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide, will `,,`AMPS A. �C�,,', 4)Refer to girder(s) for truss to truss connections. �� �,••'•• 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 Ile uplift at joint 3, 3981b uplift at joint 5 E N S'�:•.9?i/ and 101b uplift'atjolnl4. 6)'Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this Imes. NO 39380, O: Thames A. Alliml PE No.39360 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data; February 1,2016 ®WARNING -Verity deafgnparamerersead READ NOTES ON THIS ANDINCLUDED MDEKREFER4NCER4GEMIF7473me 1NMMISBEFORE USE. ' Design valid for use only Wth MReA9connectors. fh5deslgn Is bareol only upon parameters shown, and H for an NtlMdual Wilding component, not a truss system. Before use, the Gilding designer must verify the cppn,,obVty of desIgn parameters and properly Incorporate fh5desgn Into the overall bayling cIeslgn. Bracing lndlcated Into prevent bucklirg of lntlivldual tmssweb and/or cto cl Membersonly. Addiflonal temporaryand pennariem bnaci g MiTek' E always requlned for staGlity anal to prevent collapse wltts ,ovble personal Injury cool property darnege. For general guldasce regarding the fabucatbn storage, delivery. erecllon and Gating of trusses and Ines systems, seeANSI/IPII Quality Criteria, DSB49 and BCSI BuBding Component 6904 Parke East Blvd. Safety Information ovallat, a from T. Rate Lvs1IMe. 218 N. Lee Street. Sulfe312. Re iandAa, VA22314. Tampa, FL =10 Job Truss Truss Type Oty P Heroour Ridge sates W975087 ]319] JU MONO TRUSS 8 1 Jab Reference o clonal Chambers Truss, Fod Pierce, FL 7.640 a Sep 292015 Mil ek Industries. Inc. Mon Feb 0111:47:002016 Pagel ID:sG9616SkuZZcDGXdilChnCyZVa94hZ1cOewdOypZ73GSOfhvdx7hg41?aDyOfFOxHzpXJv 1-0-0 1-0-0 7.00 12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl Ud TOLL 20.0 Plate Grip DOL 1.25 TO 0.05 Vart (LL) -0.00 4 >999 240 TOOL 20.0 Lumber DOL 1.25 BC 0.04 Ven(TL) -0.00 4 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Hmz(rL) 0.00 2 rVa Na BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 2=32/1vlechamcal, 4=45/0-3-8, 3-14/Mechanical Max Ho24=45(LC 4) Max Uplift2=-61(LC 4), 3=-18(LC 4) Max Gmv2=66(LC 6), 4=45(LC 1). 3=29(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale = 1:10.2 PLATES GRIP MT20 244/190 Weight: 4lb FT=20% Structural wood sheathing directly applied or 1-0-0 oc putting, except end verticals. 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. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19f; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This floss 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.T�,, 4) Refer to girder(s) for truss to truss connections. ONS A. 4(e �i, 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 lb uplift at joint 2 and 18lb uplift at joint ��� •9 � ,%%%O •.• E N 3. = 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss.No 3938Q. —I,- 0 R I V." sf0 N A s; 1t��, Thomas A Albant PE No.39380 Mfrek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date; February 1,2016 ®WARNING-Varny design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANGE PA GEMIWC]3ran, VVIX12015 BEFORE USE Design vdid for use only WM MITeM connectors. MS Cason Is based only upon paternalism shown. and Is for an IndlAdual buStllrp component,nor �� a truss system. Before use. me Wlldhrg declarer must verify the applicability of deregn parameters and properly Incorporate thusdesign Into the overall buldngdeslgn. Dacengl lcdedlstopreventWcklingofWMducihussweba lwehordmemb mr y. Addlaorwltemporaryandpemnanentbraclna MiTek' Is always reaulred foreMblly and to prevent collapse with possHnle persorxb Mary and property damage. For aenerd gWtlmce regmo1rg the fabrk:atlon. storage, delivery, erection and bracing of trussesand lruw systems, seegNSl/iPll Quality criteria, DSB.89 and BCSI Budding Component 004 Parke East Blvd. salary Information avdlable from Truss Rate Institute. 218 N. Lee sheet. Sulle 31E AlexmMa, VA 22314. Tanga, FL 33610 Job Truss Truss Type Oty PN Harbour Ridge Sates T79]5066 73197 Us MONOTRUSS 2 1 Job Reference (optional) Cream.. sTruse, Fort Pierce, FL Adequate Support Required p mrvio muez muumnes, nm.—r of I,. o a', ID:sG96l6SkuZZCDGXdilChnCyZVa9-IhZlcOewdOypZ73GSOfhvdx5cg4b?ZAyOIFOxHzpXJv -2-9-15 2-1-1 4-23 2-9-15 I 2-1-1 2-1-1 3x4 = Scale=1:19.2 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.03 Vert(TL) -0.00 6 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.07 Horz(TL) -0.00 1 n/a n1a BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.00 7 >999 240 Weight: 26 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-3 no purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 or; bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance With Stabilizer Installation guide. REACTIONS. All bearings Mechanical except Gt=length)1=Mechanical, 7=0-11-5. Qb)- Max Ho27=328(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 5 except 1=-259(LC 4), 4— 113(LC 4), 7=-275(LC 4) Max Grew All reactions 250 lb or less at joint(s) 1, 4, 7, 5 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (b) or less except when shown. TOP CHORD 79=-222/274 BOT CHORD 6-7=-328/0 NOTES- 1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=1911; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Comer(3) -2-9-3 to 2-7-5, Exlerior(2) 2-7-5 to 4-0.7; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '` A 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. � O�P AQ 4) Refer to girder(s) for truss to truss Connections. %% � .......... E N �1 5) Provide mechanical connection (by others) of truss to bearing plate Capable of Withstanding 100 lb uplift at joint(s) 5 except Gt=lb) 1=259`� ; •V 's(: ••,'[/j 4=113, 7=275. ••, 6)'Seml-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. NO 3938Q, _ �_- 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 E Uniform Loads (pit) ; Vert: 1-2=-80 Trapezoidal Loads (plf) �ii�is •: O R �•'•('j�� Vert: 2= 3(F=38, B=38)-to-4=-84(F= 2, B= 2), 7=0(F=15, B=15)-to-5= 31(F=-1, B= 1) is�ON k Thomas A Alhanl PE NG39380 M(Tek USA, Inc. R. Cert6634 6904 Parke East Blvd. Tampa R.33610 Date: February 1,2016 WARNING -VeHN Cesignparsmeters anCREAD NOTES ON THI5AND INCLUDED M/TEKREF£RANCE➢AGEMIF74TJ rev. IO/OSROIS BEFORE USE R' Design vdid(or use onlywlltr MgekO connectors. INs design is based onlyupon parameters shown. and N for an indMtlual Wltling component not R` a truss system. Before use, the bulldW desrgnar must verity the appllcabally of design parameters ardl MWA, Incorporate farts design Into the overall bUdingdedgn. Addilondfemporaryandpermallentbroclrg MiTek' Brachlglndtotetl topxvent WckilWoflndMtlwll weband/orchordmembersoNy. b always readied for stability and to prevent collards%Njh poss6Ne personal Injury and property damage. For general guidance recording me 6904 Parke East BNd. folxlaullon, storage, delivery, erecilon and brai o1 trusses and truss systems, seeANSI/fplI Quality Criteria, DS8-89 and BCSI BuBdini g Component Tanya, FL 33610 Salary Information avdlade Rom truss Rate Institute. 218 N. Lee Street, sNfe 312. Alexandria. VA 22314. J Truss Truss Type Oly Ply Habour Ridge Sales 9]5089 7319] KJS MONO TRUSS 4 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL f.o4u s asp es rum mu es in.uames, mc. nrn 1 nr -u-- ID:sGg616SkuZZcDGXdilChnCyZVag-ml7QgkfZOi4gBHeS?jBwsgUDL4KrkxS5dJ?zTjzpXJu 3-244 63-] 9-10-1 &2-14 33-10 33-9 Scale = 1:30.4 LOADING(psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014JTPI2007 CS]. TC 0.37 BC 0.41 WB 0.39 (Matrix-M) DEFL. in Ved(LL) -0.05 Verl(TL) -0.23 Horz(TL) 0.01 Wind(LL) -0.01 (loc) Vdefl Lid 6-7 >999 360 6-7 >342 240 6 n/a nta 6-7 >999 240 PLATES GRIP MT20 244/190 Weight: 52 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. BOT CHORD 2x4 SP 130 BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. WEBS 2x4 SP No.3 Ivi recommends that Stabilizers and required cross bracing SLIDER Left 2x6 SP No.2 2-6-0 be installed during buss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=237/Mechanical, 6=418/Mechanical, 7=654/0-11-5 Max Horz7=744(LC 4) Max Uplift5=-526(LC 5). 6=-601(LC 4), 7=-897(LC 4) Max Grav5=499(LC 6), 6=824(LC 6), 7=654(LC 1) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=01319, 2-3=-384/0. 3-12= 271/0 BOT CHORD 1-7=0/323, 6-7=-646/673 WEBS 3-7=-145/547, 4-6=-945/908, 4-7=-336/318 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.Opsf; h=19ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Corner(3) 0.0-0 to 5-4-8, Extenor(2) 5-4-8 to 9-8-5; cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 0 Pat bottom chord ncurrent with other live loads. 3) 'RThis truss has been ds buss has been esigned for aned for a we load of 20.Opsf on the bottom ve load hord in all areamy where a rectangle 3-6-0 tall by 2-0-0 wide will `O�PS A. fit between the bottom chord and any other members. �, : '�G E N 4) Refer to girder(s) for truss to buss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) except (jt=1b) 5=526,, N D 39; 6=601, 7�97. 6) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. = .• 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). C LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (pit) Vert: Vert: 1=O(F=40, B=40)-to-5=-197(F=-58, B=-58), B=O(F=15, B=15)-to-6= 74(F- 22, B=-22) ,j��V 0 R 1 �.• ��,�� ONAI1 E���, Thomas A. Alberti PE No.39380 MRek USA, Inc. R. Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2016 A WARNING -VeHfycresfgnparamefersand READ NOTES ON THISANOWCLUDED MREKREFERANCEPAGEM0.74]3raK 10/Oa6015BEFORE USE Design esid for use only with MJTeMconnectors. rNsdedgn k based onlyupon Parameters shovm.and Nfor on hrtlMtlual WYtling component not a truss system. Before use, the bu iding desigrer must verity the appllcab0lly of design parameters and pmperiy incorpotale Ifs design Into the overall b0laingdeslgn. oflndMMu nZs bmld/orchordmeMb MOdy. MdWMitemporarymdtl manentbracing M!Tek' &adnglndkatedlstoprewntWcldfx Is alwaysrequlred for stability and to prevent collapse With possmle Personal inhay and property damage. For general guidance regarmrig the fabrication, storage, delivery, erection and blaring of trusses and fmss systems, seeAN51]TPII Quality criteria, DSB.89 and SCSI Building Component 6904 Padre East Blvd. Safety Information avaaaNe, from Tnrss Rare Institufe, 218 N. Lee Street Suite 312. Alexand0a. VA 22314. Tarry., FL 33610 Job Truss Truss Type Oty Pty Harbour pitlge Seles 797509D 73197 V4 VALLEY 2 1 Job Rafererlce o Bonal Chambers Truss, Foe Pierce. FL 3x4 i PdrE.1 i;... F=...a 11.47:� ,.no. ID:sG9616SkuZZcDGXdiIChnCyZVa9-BSpYSIhRhcSF2kN1 hrkd4T6odIPSxODXJHDd42zpXJr 3x6 = Scale = 1:8.7 2 3x4 Q LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) rVa - n/a 999 TCDL 20.0 Lumber DOL 1.25 BC 0.22 Vert(Q n1a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 3 We We BCDL 15.0 Code FBC2014/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (ib/size) 1=161/4-0-0, 3=161/4-0-0 Max Uplift 115(LC 4), 3=-115(LC 4) Max Grav1=226(LC 9), 3=226(1-0 9) FORCES. (lb) - Max. CompdrMax. Ten. -All forces 250 Qb) or less except when shown. PLATES GRIP W20 2441190 Weight: 11111 FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc putting. 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 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=4.2ps1; BCDL=3.Opsf; h=19ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exlerior(2); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will „j1 j 1111 ' fit between the bottom chord and any other members. ,`�� S A. 111 6) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 115 lb uplift at joint 1 and 115 to uplift at r,% o0P q(e 114' joint 3. ��% .� •' C E N '9 7) "Semi-rigitl pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. : ; � S�`••.?j NO 3`938�8Q 1 iF " 0RIV 'Cj���� 1111s 0 N A; ,0�`,�� Thomas A Aibanl PE ND.39380 Mfiek USA, Inc. R. Cert 66M 6904 Padre East Blvd. Tampa R. 33610 Date: February 1,2016 ,& WARNING -Verity design parameters end READ NOTES ON TN/SAND INCLUDED MrrEKREFERANCEPAGEMrtJ473. le/Di2015BEFORE USE R Design valid for use only Wth MirelNilconnectors. ItIsdesign is hosed only upon parameters shown, antl is for an BdlNoLai Wilding component.not ®` a terarprtem. Befere use, the bu ldug designer must verify the oppllachrily of design parameters and propedy incorporate this design Into the overall Wtdlrgdesign.Bracingirdk:atedlstoprevenf Wckllrgoflr lAduallmsswebandlorcMfdmembmr y. AddlllorwltemporaryarW manentbcing MiTek' is always requirecifer stability and to prevent collapse With possble personal blury and propeM damage. For general guidance regarcang the fabdeaibn, storage -storage -delivery, erection and bracing of trusses and truss systems seeMSUTPI1 Quality Criteria, DS3-a9 and SCSI Building Component 6904 Perks Erred BNtl. e Easl Safety Information available hem Trim Rate Institute, 218 N. Lee Street. suite 312, Alexandria. VA 22314, Ta a nW . Job Truss Truss Type Oty ales 7975091 73197 V8 VALLEY 2 (optional) Chambers Truss, Fad Pierce, FL ra.. sae, a .me mrr es mausmes, mc. .anon zuo age, ID:sG9616SkuZZcDGXdilChnCyZVa9-BSpYSIhRhcSF2kNlhrkd4T6f0IOwOHXJHDd42zpXJr 4-0-0 8-0-0 4-0-0 4-0-0 3x4 i 2x3 II 4x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Doc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Ve I(LL) n/a - n/a 999 TCDL 20.0 Lumber DOL 1.25 BC 0.26 Ven(TL) n/a - n1a 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(Q 0.00 3 n/a n/a BCDL 15.0 Code FBC2014, TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 POT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=196/8-0-0, 3=196/8-0-0, 4=369/8-0-0 Max Uplifts= 167(LC 4), 3=-167(LC 4), 4=-179(LG 4) Max Grav1=291(LC 9), 3-291(LC 9), 4=477(LC 9) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-347/204 3x4 O Scale = 1:17.0 PLATES GRIP MT20 244/190 Weight: 26 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-" 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: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=19ft; Cat. II; Exp C; Encl., GCpi-0.18: C-C Extenor(2); Lumber DOL=1.60 plate gnp DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pet 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 k fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1671b uplift at joint 1, 1671b uplift at joint 3 \\ \\\ $ \\ A ' ,I Abe %� 0 ' and 179 lb uplift at joint 4. %� E N 5+�. *Semi 7) -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. No 3938Q — ORlV.'�j";w Thomas A. AlbanlPE ND39360 Mffek USA, Inc. FL Carl 6634 6904 Parke East 6Md Tampa FL 33610 Data: February 1,2016 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MUEK REFERANCE PAGE M*7473 rsv. 10/0342015 BEFORE USE. Design valid for use onlywith MIleMID connectors. this tleslgn is bawd only upon pammetersstn, n and Is for an hWlNdual building component not a fma system. Before use, the Wrong designer must verify the oppllcON11yof tleslgn parameters and property Incorporate fhSdeslgn Into the overall buflcLngtleggn.BrmhgIndicatedistopreventbucklingoundivlduallnnaweband/orcrwrdmembersonly. Addllonaltemporaryandpeimarenibrocing MiTek• Is for stability and to prevent collapse with possible personal Injury and property damage. For general gWdcmg th arree amare 69D4 Parke East BNd. fabrication sbred Isar age, delivery, erection add bracing of trusses and truss systems. seeANSI/1PII Quality Criteria, DS8-a9 aM BCSI Burning Component Tampa, FL 33610 Safety Infonmallon wobble from irua Rate lostlMe, 218 N. Lee Street, Suite 312, Alexandre, VA MI 4. P J Truss Truss Type Oty Ply Harbour Ridge Sales 9]6092 Floe- V12 GABLE 1 1 Job Reference (options) Chambers Truss, Fort Pierce, FL 4x6 II /.64V 6 bep Ltl LV1b MI I SK inoinories, Iim. Mon VMD Vl 11:9/:Vl LV10 Y.go I ID:sG96I6SkuZZcDGXdiIChnCyZVa9-mt70gkfZOi4gBHeS?jBwSgUDf4GCkOV5dJ?zTjzpXJu 12-0-0 6-0-0 Scale = 1:23.2 3x4 i 2x3 114 3.411 LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Vital Lid 7CLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) Na - Na 999 TCDL 20.0 Lumber DOL 1.25 BC 0.64 Vert(TL) Na - Na 999 BCLL 0.0 ' Rep Stress Incr YES We 0.13 Horz(rL) 0.00 3 Na Na BCDL 15.0 Code FBC2014/rP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/Size) 1=2B6/12-0-0, 3=286/12-0-0, 4=629/12-0-0 Max Upliftl= 214(LC 4), 3=-214(LC 5), 4= 305(LC 5) Max Grav1=412(LC 9), 3=412(LC 9), 4=825(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-570/300 PLATES GRIP MT20 2441190 Weight: 41 In FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-" oc puffins. 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. 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=4.2psf; BCDL=3.Opsf; h=190; Cat. II; Exp C; Encl., GCpi=0:18; C-C Extenor(2) 0-" to 4-4-1, Interior(1) 4-4-1 to 6-0-0, Extedor(2) 6-0-0 to 9-9-10; Lumber DOL=1.60 plate gnp DOL=1.60 3) Gable requires continuous bottom chord beefing. 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 36-0 tall by 2-0-0 wide will 1 I rI fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Ot=lb) 1=214, S A. �� �,`��� ON '14 ``0 •GENg••'9 3=214,4=305. •-% "Semi A, 2j 7) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. :� ; �C`••, No 3938Q .OR1) S ...• �iS/0NA1- Thomas A Albaai PE N0.39380 MITek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: February 1,2016 ® WARNLVG-Verify deaf9 r parader.. and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 109-74"rev. 1a1 MIS BEFORE USE Design volid for use ordy with Mff iabcorxnectors. lNsdesi($11s based ody upon pommetersshown, anal Mon an Individual IxAding component Pat 0 tnrss system. Before use, the Wtliding dedgner must vefiN the oppllcab0lryof tlesign parametersarxl properly Itcoryorate f1w design rube the overall balldingdesign. &mbglnd�of istoprevenfbucklingoflndlvkival1a weband/orchordmembersoNy. AddnlomilemporaryolMpemlanenfbracing MiTek' h always recIdned for slab9liy and to prevent collapse with posaxe personal Injury and properly damage. For generol guidance relanding the fatsmatlon, stamme, delivery. erection and bracing of haloes and bass rystems, So9ANSNRII Quality Criteria, DS9-89 and Best Building Companenl 6904 Padre East Blvd. Safety Informalion ovdlable ham Lus %ale InsflMe. 218 N. Lee Street Suffe 312, Alexar dra, VA 22314. Tampa, FL 33610 F J w Job Truss Truss Type Gty Ply Harbour Ridge Sales T]9]6093 73197 V16 VALLEY 1 1 I Job Reference (optional) Chambers Truss, Fon Pierre. FL 7,640 s Sep 29 2016 Mnek Indusmes, Inc. Mon Feb 01 11:47:02 2016 Page 1 ID:sG9616SkuZ&DGXdilChnCyZVa9-E4hol3gB9?CXpCDeZRig_21LVUIETTvFszkXOAzpXJt Scale = 1:30.7 4x4 = 3x4 i 8 7 6 3.411 zxa II as II 2x3 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In poc) Utlefl Utl PLATES GRIP TCLL 20.0 Plate Gap DOL 1.25 TC 0.54 Ve I(LL) rVa - n1a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.08 Vea(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 HOrz(TL) 0.00 5 n/a rva BCDL 15.0 Code FBC2014/TPI2007 (Matrix) Weight: 61111 FT=20/ LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Frigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and requited cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. All bearings 16-0-0. (Ib)- Max Horz1 2(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5, 7 except 6= 377(LC 4), 8= 377(LC 5) Max Grav All reactions 250111 or less at joint(s) 1, 5 except 7=386(LC 9), 6=728(LC 9), 8=728(LC 9) FORCES, (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 3-7=-274/64, 4-6= 589/392, 2-8=-589/392 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=4.2psf; BCDL=3.Opsf; 4=1911; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exteffor(2) 0-6-8 to 4-4-1, Intedor(1) 4-4-1 to 8-0-0, Eldmonl?) B-0-0 to 12-&0; Lumber DOL=1.60 plate gap DOL=1.60 - 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �i�� F fIf fll 5)' This truss has been designed for a live load of 20.Opst 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. `�"t 'OPS A. q4 -,ii,� Provide truss to bearing 100lb uplift at 1, 5, 7 except 01=1b) `�� %O . 6) mechanical connection (by others) of plate capable of withstanding joint(s) ,.• E N '9 7)'Semi-rigid pitchbreaks including reels" Member end fixity model was used in the analysis and design of this truss. No T3399�3�80 O R % Thomas A Albanl PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Perks East Blvd. Tampa FL 33610 Date: February 1,2016 A WARNING -Verity design parameters and REAO NOTES ON THISANDINCLUDED MITEKREFERANCE PAGE MO-7473 rev. I0N.bY0r58EFORE USE Design valld for use MyvMh MiTek®connectors. lhls design is based My upon parameters shown. antl is for an ladMdual bulansgi component not a truss system. Before use. the baildirxl designer must verify the ap IlcabllN of design parometers anal Ixoperly Incoryorate this design Into the overall bWtlkgdestgn. waGnglndkatedlstoprevent buddlrgoflMMdualtons, web antl/or chord members My. AtltllllonoltemporaryondpeananenibraGrg ■�s.��� MiTek' Is sways required for stablllly and to prevent collapse calm possible personal Injury and property ciamcx4e. For general guidance regarNixr fhe faMicotkxr, slams, delivery, erection and bracIW of trusses and Truss systems saoMSUTPII Quality criteria, DSB-89 arM BCSI sulking Campanian 6904 Parke East Blvd. safety Information cna lable fiom lrus Role Insltute, 218 N. Lee Street. Suite 312, Alexandria, VA22314. Tampa, FL 33610 Y 1 � Job Truss I russ Type Oty Ply Harbour Ridge Scae T]9]5094 73197 V20 GABLE 1 1 Job Reference (optional) Chambers Truss, Fort Pierre, FL 7.540a6ep2e2015 MI IBCIntl.as.., InC. Mop r.Dal 11:9 /;VG La1G Yaga1 ID:sG9616Skug2cDGXdilChnCyZVa9-E4hof3gB9?CXpODeZRi9_21 O9UcOTOeFszkXOAzpXJt Scale = 1:38.7 3x4 4 9 14 8 7 15 6 3.411 2x3 II 3x6 — 2x3 11 W 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) n/a - n/a 999 TCDL 20.0 Lumber DOL 1.25 BC 0.64 Vert(TL) Na - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz(TL) 0.00 5 n/a n/a BCDL 15.0 Code FBC2014/rP12007 (Matrix) PLATES GRIP MT20 244/190 Weight: 75 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purling. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during buss erection, In accordance with Stabilizer Installation culde. REACTIONS. All bearings 20-0-0. (to) - Max Uplift All uplift 100 to or less at joint(s)1, 5, 7 except 9= 465(LC 4), 6=-465(LC 5) Max Grout All reactions 2501b or less at joint(s)1, 5 except 7=788(LC 9). 9=956(LC 9), 6=956(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-10_ 336/221, 10-11= 324Y230, 3-11= 250/246, 3-12=-2501246, 12-13=-324/230, 4-13= 336/221 WEBS 3-7=-449/134, 2-9= 780/492, 4.6= 7B0/492 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=4.2pst BCDL=3.Opsl; h=191h Cat, 11; Exp C; Encl., GCpl=0.18; C-C Extedor(2) 0.6-8 to 4-4-1, Interior(1) 4-4-1 to 10-0-0, Exledor(2) 10-0-0 to 13-9-10; Lumber DOL=1.60 plate grip D01-=1.60 3) Gable requires continuous bottom chord bearing. 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 *%%nop S A. 14 fit between the bottom chord and any other members, with BCDL=15.0psf. `%%•. q7 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 In uplift at joint(s) 1, 5, 7 except Qt=lb) �� ��, �,,C' NSF••,• i 9=465, 61165. 7) °Semi-dgid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. No 39360, p R \ V,' • N,,w 1111111110 Thomas A Albanl PE No.39380 Miller USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2016 A& WARNMG•Vedlydeslgnper4mvrersand HEAD NOTES ON THIS AND INCLUDED MmEKREFEHANCE PAGE W-74]3rev. IsUS2015 BEFORE USE De lm valld for use only w h MITek®connecton. TNs design b based only upon Parameters shown, and Is form InclMdud Wradrg component, net a truss system. Before use, the Wilding designer must velly the mr,41cab9liy of design parameters and properly Ncwporate tradeslgn Into the overall t WcIrgdeslgn. ka WcklllgofbxlMd M1u weband/orc"dmembersoNy. MiTek' Qira1catedhtopevenl hdwoysrequiredforstadlttya toprevenlcollmsewah Po eperw B1WondproWitydamage. For general guldmce regardlg the fabk:ation. storage, delivery, erection axl bradng of Irassasmd fassyetems weANSVTPt1 Quality Cdtada, DS849 arid BC51 Budding Component 69D4 Parke East BNd. Safety Informallon available from lrus Rote InsaNle, 218 N. Lee Street. Sulte312 Alexandra. VA 2231A. Tesoro. FL 33610 A Job Truss russ ype Oty PlyHarbour Ridge Sales T]9]6086 73197 V24 GABLE 1 1 Job Reference (optional) Chandoars Truss Fort Pi..., FL 4x5 II 2015 MTek Industries. Inc. Mon Feb et 6 3x4i 9 14 e7 15 6 3x411 2.3 II 4xS - 2x3 11 era II Style: 1/4'=1' zeao Plate Offsets MY)— f8:0-2-0G-0-Ol LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (too) VdeD L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) rVa - n1a 999 MT20 244/190 TCDL 20.0 Lumber COL 1.25 BC 0.25 VenCTL) n1a - n/a 999 BCLL 0.0 ' Rep Stress [nor YES WB 0.32 Hom(TL) 0.00 5 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Malnx) Weight: 93111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc putting. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 23-6-0. 01b) - Max Uplift All uplift 100 Ib or less at joint(s) 7 except 1= 117(LC 4), 5= 117(LC 5), 9— 534(LC 4), 6=-534(LC 5) Max Grav All reactlons 25D Ito or less at jolnt(s) except 1=317(LC 9), 5=317(LC 9), 7=732(LC 9), 9=1174(LC 9), 6=1174(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-11= 375/266, 3-11= 294/289, 3-12= 294/289, 4-12=-375/266 WEBS 3-7=-376/72, 2-9=-904/556,4-6=-904/556 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=4.2psf; BCDL=3.Opsf; h=19ft; Cat. II; Exp C; Encl.. GCpi=0.18; C-C Extedor(2) 0-3-8 to 4-1-1, Intedor(1) 4-1-1 to 11-9-0, Exterior(2) 11-9-0 to 15-6-10; Lumber DOL=1.60 plate grip DOL=1.60 j1e 1 F 11111' ��/� 3) Gable requires continuous bottom chord beating. `1\�1 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `�� .........BPS A- '14 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 % %, •.�� G E N • fit between the bottom chord and any other members, with BCDL=15.0pst. `��`�' S�'•' 92/ 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 7 except 01=11))1=1 z •• ,5=117, 9=534,6=534. eeNO 39380 7)'Semi-rigid pitchbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. se Thomas A. Albert PE No.39380 Mfrek USA, Inc. A. Cert 6634 6904 Padre East Blvd. Tampa R.33610 Date: February 1,2016 A WARNING -Verllydeslgnparanefers and HEAD NOTES ON TK/SANOINCLUDED MDEKFEFERANCE PAGEM0.7473rev. 10103R015BEFONEDSE �� Design valid for use only,e lb MITeMconnectors. lNsdeslgn is based onlyuOon parametersshown, antl Is for an MrActual bulltliisg component net a truss syslem. Before use. the WIdIng des'pner must verity the Oppllcobaityof design parametelliond properly Incorporate" desgn Into the overall building,feagn.$acetg indkatedisfo prevent buckling ofindMduoi tmsweband/or chord membelsonly. Atlmeonaltemporaryandpeimaentbracing MiTek' It dwwanfactored for staWlty and to prevent collapse with possible pe,sorel lnlury antl property damage. For general gWtlance regarding the age, deWery, erection a,xl bracing of trusses and Insasystems seeAN5VW11 Ouenly criteria, DS849 arM BCSI BuOding Compose rl 6904 Perk. East 11W. Satety Information watcher from lruss Rate InstiMe. 218 N. Lee Wool. Sulte312, Alex.ral VA 22314. Tar pa, FL 33610 l Job Truss truss type Gty Ply Hsrbour Ridge Balsa T]9]6088 73197 V25 GABLE 1 1 Job Reference (optional) c,namoe....-....,..,. `., _..... ...................... _...,. ...ae, ID:sG9616SkuZZCDGXdiIChnCyZVa9-jGFAEP9pwJKORaor78DOXFZYau2aCt404dU4YCzpXJs 11-9.0 236-0 11.9.0 4.5 11 3 3.4 1 11 10 9 8 7 6 3x4 11 2x3 11 US = 2x3 It 2x3 11 3x4 II S-1- = 1:51.2 23$-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) VdeB Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) rda - n/a 999 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.26 Vert(TL) Na - n/a 999 BCLL 0.0 Rep Stress Mor YES WB 0.31 Horz(TL) 0.01 6 n/a We DCDL 15.0 Code FBC2014/TPI2007 (Matrix) Weight: 100 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc Purim, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. All bearings 23-6.0. (Ib) - Max Uplift All uplift 100 Ib or less at joint(s) except 11= 251(LC 4). 6=-251(LC 5), 10= 522(I.0 4), 7— 522(LC 5) Max Gray All reactions 250 lb or less at joint(s) except 11=474(LC 9), 6=474(LC 9), 8=630(LC 2), 10=1177(LC 9), 7=1177(LC 9) FORCES. (Ib) - Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-11-4131270, 1-12= 348/204, 2-13=-646/500, 3-13-579/523, 3-14=-579/523, 4-14=-646/500, 5-15— 348/204, 5-6---413/270 WEBS 3-8=-278/19, 2-10_ 9001558. 4-7= 900/558 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=4.2psf; BCDL=3.Opsf; h=19f; Cat. II; Exp C; Encl., GCpi=0.18; , M,S' A I yEC 4r,' C-C Extedor(2) 0-1-12 to 3-11-6, Inledor(1) 3-11-6 to 11-9-0, Extedor(2) 11-9-0 to 15-6-10; Lumber DOL=1.60 plate grip DOL=1.60 `�\� J,/ 3) Gable requires continuous bottom chord bearing. `� P A 9 i� 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`SAC' q2/ fit between the bottom chord and any other members, with BCDL = 15.Opst. •• 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 251 lb uplift at joint 11, 251 lb uplift at jointy No 39380 So 5221b uplift at joint 10 and 5221b uplift at joint 7. 7)'Semi-rigid pitchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. : C• R IV.." (gam`♦ Thomas A. Alhanl PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2016 O WARNING. Verlfydosignparmefersand READ NOTES ON THISAND INCLUDED MMEKREFERANCE PAGEM➢-7473NK IOUZOISBEFOREUSE Design valdforuse oNywlih Mliek�connectors. lNsdedgnts bosedonlyupon parametersstrown.ardlsfor an atdMdual Wilding component.not �R a Inns system. Before use, the bulldog designer must verify itxr applicability of design Parameters cod propedy hco,Porate Ins design Into the overall bulldingd dgn. BrwhglndlcatedlstopreventWcklingofMWudWfi weband/orchordmemb mr y. Adtallonaltemporaryandpermarentbracing ■� MiTek• Iseiways required for statfiltyand to prevent collapse Min posxmle l rand hlury and property damage. Forgenera1gu1klancemgarc9ngthe N04 Parke East Blvd. fabrkwib,s storage. deuvery. erection and bracing of nusesand Ims aystenn, seeMSI/TPII Quality Criteria, DS949 and Bost Banding Component Salary Informa0on ovalloMe from Lsla Rate InsBarie, 218 N. Lee Street, Sune312. Alexordda. VA 22314. Tempe, FL 33810 Symbols PLATE LOCATION AND ORIENTATION _ 1 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. For 4 x 2 orientation, locate plates 0-'n4' 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 width measured perpendicular 4 x 4 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. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown Is for crushing only. Industry Standards: ANSI/TPI1: 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 1 dimensions shown inftc sixteenths t s (Drawings not to scale) 2 3 TOP CHORDS 0 Of O U a_ O 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 ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved mma MI' MiTek6 MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stabllitybracing for truss system, e.g. diagonal or X-bracing. 6 olways required. See BCSI. 2. Truss bracing must be designed by on engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and ON other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each Joint and embed fully. Knots and wane at Joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted. this design is not applicable for use with fire retardant preservative treated, or green lumber. 10. Camber ISO non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and 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 a110 ft. spacing. or less, If no ceiling Is Installed, unless otherwise noted. 15. Connections not shown are the responsibi ify of others. 16, Do not cut or alter truss member or plate without prior approval of on 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 protect engineer before use. 19. Review all portions of this design (front back words and pictures) before use. Reviewing pictures clone Is not sufficient. 20. Design assumes manufacture In accordance with ANSI/TPI 1 Quality Criteria.