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® Lumber design values are in accordance. with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: 27371 R - PGA Clubhouse Addition MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: PGA Reserve, Inc Project Name: PGA Clubhouse Addition Model: Tampa, FL 336104115 Lot/Block: Subdivision: Address: 1916 Perfect Drive City: Port St. Lucie State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License M Address: City: - State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010ITP12007 Design Program: MiTek 20/20 7.5 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: '60.0 psf Floor Load: N/A psf This package includes 176 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# I Truss Name Date No. Fs Truss Name Date 11 I T6593078 I A01 10/22/01 18 I T6593095 ICO2 10/22/01 12 I T6593079 I A02 110/22/014119 I T6593096 I CO3 1 10/22/0141 13 I T6593080 I A03 110/22/014120 I T6593097 I C04 1 10/22/0141 14 I T6593081 I A04 110/22/014121 I T6593098 I C05 1 10/22/0141 15 I T6593082 I A05 110/22/014122 I T6593099 I C06 1 10/22/0141 16 I T6593083 I A06 110/22/014123 I T6593100 I C07 1 10/22/0141 17 I T6593084 I A07 110/22/014124 I T6593101 I C08 1 10/22/0141 18 I T6593085 I A08G 1 10/22/014125 I T6593102 I -CJ3F 1 10/22/0141 19 I T6593086 I A09G 110/22/0141 26 I T6593103 I -CJ3H 1 10/22/0141 110 I T6593087 I A10 110/22/014127 I T6593104 I -CJ3K 1 10/22/0141 Ill I T6593088 1 B01 110/22/014128 I T6593105 I -CJ6 110/22/0141 112 I T6593089 I B02G 110/22/014129 I T6593106 I -CJ6A 1 10/22/0141 113 I T6593090 I B03 110/22/014130 I T6593107 I D01 1 10/22/0141 114 I T6593091 I B04 1 10/22/014131 I T6593108 I D02 1 10/22/0141 115 I T6593092 I B05 110/22/014132 I T6593109 I D03 1 10/22/0141 116 I T6593093 I B06 1 10/22/014133 I T6593110 I E01 1 10/22/0141 117 I T6593094 11001 110/22/014134 I T6593111 I -EJ1 1 10/22/0141 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2015. IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. SHOP DRAWING / SUBMITTAL REVIEW ® CONFORMS WITH ❑ CHANGES NOTED FOR CONSTRUCTION CONFORMANCE DOCUMENTS ❑ REVISE AND RESUBMIT ❑ REJECTED SUMTTTAL WAS REVIEWED FOR DESIGN CONFORMITY AND GENERAL CONFORMANCE TO CONTRACT DOCUMENTS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING AND CORRELATING DIMENSIONS AT JOBSTTE FOR COORDINATION, TOLERANCE, CLEARANCE, QUANTITIES, FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION, COORDINATION OF HIS WORK WITH OTHER TRADES AND FULL COMPLIANCE WITH CONTRACT DOCUMENTS. BY: TJM DATE: 10/28/2014 LOWE STRUCTURES, INC. JACKSONVILLE, FL eeeeeeQv I N ee pP;. • . ��` �. .•�\CAE NSF•. 68182 � : STATE OF •:�4 �• Neee E�eeee Winn FL Cert. 6634 October 22,2014 Velez, Joaquin 1 of 3 T6593178 OG I Hip Girder 'ce, FL. 34946 - 7.530 s Jul 112014 MITek Industries, Inc. Wed Oct 22 11:40:31 2014 Page 1 I D:ZzzS W?dbHNFuh_Dbh3Qzs4yZoP7-cQ5ijtQZZA3XUrsCQ01XP 1 zNrrBTyQ7zgvAmMbyQu41 5-11-0 5-1-8 •10- 11- 3 7 - 5 5-1-8 0- -0 3-10-0 1. 8-1-0 5-0-14 5.11.10 111-10 3-11-14 0- 5-2.8 0-8-8 4.95 12 5x8 —_ Scale = 1:103.9 5x5 = 4x6 i 3x6 - 6 5x6 435 7.00 12 3x8 i 46 9 3x6 44 5x6 fil 3x8 1245 22 21 24 24 23 5x8 = 5x8 = 7:Z 1 3x6 4x6 19 13 0 iie47 29 28 26 7x8 2.48 12 7x8 � 18 15 1 4x8 = 17 4x8 = 4x8 = 5x8 M18SHS = 5x8 M18SHS = 2x4 i1.50 12 2x4 II 2x4 II 2x4 II 5-11-0 43.8-7 5-3.0 43-7-7 10-0-10 5-1-8 0- -0 4-1-10 6-9-0 6-1-10 4-11-10 6-0-0 5-8.0 4-3-8 0.8- 5-1-8 0-0-8 0-0.8 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 20.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2010rrP12007 LUMBER - TOP CHORD 2x4 SP No.1 `Except' 1-4,7-8,11-14: 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except* 25-26,18-19: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 3-25: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 26=3132/0-8-0, 18=2766/0-8-0 Max Horz 26=36(LC 5) Max Uplift26=-2220(LC 4), 18=-1703(LC 5) Max Grav 26=3955(LC 26), 18=3491(LC 26) CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TC 0.91 Vert(LL) -0.20 22 >999 360 MT20 2441190 BC 0.83 Vert(TL) -0.48 22-24 >925 240 M18SHS 2441190 WB 0.92 Horz(TL) 0.34 18 n/a n/a (Matrix-M) Weight: 290 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-7-4 oc bracing. Except: 5-11-0 oc bracing: 16-18 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-236/356, 2-42=-835/1000, 3-42=-803/1098, 3-4�2727/1328, 4-43=-3756/1609, 5-43=-3579/1615, 5-6=-3639/1503, 6-7=-3528/1528, 7-8=3240/1421, 8-9=-3475/1449, 9-10=-3583/1424, 10-44=-3355/1352, 11-44=3529/1328, 11-12=-2288/747, 12-45=-804/1094, 13-45=-836/1004, 13-14=-234/352 BOT CHORD 2-27=-973/868, 26-27=-973/868, 26-46=-1248/1065, 25-46=-120311144, 24-25=-854/2028, 23-24=-1118/3163, 22-23=-111413179, 21-22=-796/2909, 20-21=-829/2964, 19-20=-303/1614, 19-47=-1205/1008, 18-47=-1202/991, 16-18=-966/867, 13-16=-966/867 WEBS 3-25=-1797/3390, 4-25=-1081/707, 4-24=-974/1895, 5-24=-955/598, 5-22=-278/350, 7-22=-378/868, 7-21=-306/216, 8-21=-273/788, 10-21=-143/325, 10-20=-780/371, 11-20=-561/1550, 11-19=-1377/623, 12-19=-1226/2936, 3-26=-3451/1783, 12-18=-3046/1307 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 4-10-10, Interior(1) 4-10-10 to 21-10-15, Exterior(2) 21-10-15 to 26-11-13, Interior(1) 33-10-1 l to 38-1 l-1; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 26=2220,18=1703. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 1 11111.p., V %s%%0I Nii \ G E•N `SF•��,�♦i i N 68182 XZ T F : LU FL Cert. 6634 October 22,2014 Continued on a e 2 ®WARMAK3 -Yndfr desgn parameters ,sad READ M37ESOfr7HISAW IMSI/DED MITEKREFEREM.FFACEMfI.7473 rea lIZ712014WOUVSF. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsiblillty of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 69% Parke East Blvd. Safe}y Information vai able from Truss Pla)e Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. ItsauthernPine�SP�luTnberissTlectfied,tlledeslgnvatuesarethaseeKective06 01/2t)13byALSC Tampa, FL 33610.4115 Job Truss Truss Type Qty 1Pii74PGARCIubhousaAtldilionF010G T6593178 Hip Girder 1 rence (optional) tast coast i russ, t-on tierce, M. a4s4n r.osu SOW n Zu14 mi i urc muusmua, mc, vvuu —i cc i —, i 4 w raya < ID:ZzzS W7dbH NFuh_Dbh3Qzs4yZoP7-cQ5ijtQZZA3XUrsCQ01XP 1 zNrrBTyQ7zgvAmMbyQu4E NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 369 lb down and 798 lb up at 9-9-0 on top chord, and 768 lb down and 535 lb up at 9-9-0, and 251 lb down and 329 lb up at 38-11-1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=100, 4-7=-100, 7-8=-100, 8-11=-100, 11-10-100, 28-30=-20, 26-27=-20, 25-26=-20, 22-25=-20, 21-22=-20, 19-21=-20, 18-19=-20, 16-18=-20, 17-33=-20 Concentrated Loads (lb) Vert: 4=273(B)46=-517(B)47=219(B) AWARNfN.i' •Verifydnsign parameoers and RF,Ar! AA7ES GN7lR'SAND )NdUD£D MlTFKR£f'fREHCE PAGF. Nfr•7473 rew I129120IQ5tFMME Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the Welk'erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. 5afety Informailon gqvai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, Vqq 2314 1fSnuthernPinetSP�lumberisspetirtied,thedestgnvalues are those effective06 101ZI013byALSC Tampa, FL 33810-4115 Job Truss Truss Type _ Qty Ply PGA Clubhouse Addition T6583179 27371R FG01 Flat Girder 1 n LJobReference (optional East Coast Truss, Fort Pierce, FL. 34946 7.53U S JUI 11 21114 MI I OK Inausine5, Inc, wea uct zz 11:4u:4e zu14 rage 1 I D:67UgilGmVgxDOkpUl8gBc8yqeB 1-4tBW1 erJiK—ecEgUodl8gibl607AaXcziXi_YyQu3y 1-2.0 3-4-8 , 5.7-0 6-9-0 _ 1-2-0 2-2.8 2-2-8 1-2-0 7x8 = 3x10 I I 5x5 = 3x10 I I 7x6 = Scale = 1:15.2 1 2 in a 4 5 3x8 M18SHS II 3x8 M18SHS 11 i 1-2-0 5-7-0 i 0 1-2-0 4-5-0 1-2-0 Plate Offsets (X Y)— 11:0-3-0 0-3-41 13:0-2-8.0-3-81,r5.0-3-0,0-3-41 17:0-4-0 0-2-41,18.0-4-0 0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plates Increase 1.25 TC 0.37 TCDL 20.0 Lumber Increase 1.25 BC 0.54 BCLL 0.0 ' Rep Stress Incr NO WB 0.86 BCDL 10.0 Code FBC2010frP12007 (Matrix-M) LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 1-9,5-6: 2x6 SP No.2 REACTIONS. (lb/size) 9=3369/0-9-8, 6=5464/Mechanical Max Uplift9=-2578(LC 4), 6=-4203(LC 5) Max Grav 9=3562(LC 9), 6=5777(LC 9) DEFL. in (too) I/deft L/d PLATES GRIP Vert(LL) 0.04 7-8 >999 360 MT20 244/190 Vert(TL) -0.05 7-8 >999 240 M18SHS 244/190 Horz(TL) 0.02 6 n/a n/a Weight: 99 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-7-12 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-3384/2423, 1-2=-1802/1294, 2-1 0=-1 802/1294, 3-10=-1802/1294, 3-4=-2481/1792, 4-5=-2481/1792,5.6=-5438/3930 BOT CHORD 7-8=-2761/3828, 6-7=-261/354 WEBS 2-8=-1571/1202, 4-7=-3392/2537, 3-8=-2658/1960, 3-7=-1767/1306, 1-8=-2555/3571, 5-7=-3418/4747 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 cc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 4-7 2x4 - 2 rows staggered at 0-2-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; V61t=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-2-12 to 3-4-8, Interior(1) 3-4-8 to 6-6-4; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise Indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=2578, 6=4203. 11) Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1914 lb down and 1404 lb up at 1-7-0, and 1914 lb down and 1404 lb up at 3-7-0, and 4713 lb down and 3457 lb up at 5-7-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on oaae 2 AJ I N pP.• G..N • <F •. i *� N 66182 10 FL Cert. 6634 October 22,2014 ®WARNIAG-VdfydLsi9.pa—M..nd RE4D 1WESGl771USAND 1haUDED MITEKREfERENXPAGEMII4473 m. IJ29f201d81MU 3£ Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslbillity of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Information qqva' able from Jruss Plate Institute, 781 tN Lee Street, Suite 312, Alexandria. VA 2314. If5authem Ina`vor lumber isspecified, the designvalues are thmeeffectiveQ6 Q1/2013byALSC Tampa, FL 33610.4115 Truss Type Qty Ply PGA Clubhouse Addition71R [1'o�bTruss T6593179 FG01 Flat Girder 1 2 .loh Reference loolionall best coast Truss, Fort Pierce, FL. 34946 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-100, 6-9=-20 Concentrated Loads (lb) Vert: 4=-4457(F)3=-181Off) 10=-1810(F) 7.530 s Jul 112014 Wek Industries, Inc. Wed Oct 22 11:40:49 2014 Page 2 ID:67UgitGmVgxDOkpUIBgBc8yqeBl-4lBVV1erJ!K_ecEgUodlBgibl607AaXcziXi YyQu3y ®WARMhG•Verify design parameWa aad READ MTE8 CH MISAM lHaDDED MITEKREFEREMCEME M114473 ma 110120114SURENSE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component.' Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblllity of the iwiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 V. Lee Street, Suite 312, Alexandria, VA 2314. If South em R'ine�SP� lumber is specified, thedesran values are those effective 06101/2013 by ALSO Tampa, FL 33610.4115 Job Truss Truss Type City Ply PGA Clubhouse Addition T6593180 27371R FG02 Flat Girder 1 �f 2 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITeK Industries, Inc. wed oct u 11 AVOU Z014 rage 1 ID:67UgitGmVgxDOkpUt8gBcByqeB1-Y41tiNfU40SrGmpsl V8_91 Fqs Wn5v76mCMGFWyQu3x 2-2.12 i 4.9-0 , 4-58 , 2-2-12 1-9.4 0.5-8 3x6 II 1 3x6 = 21x4 II n 3 3x6 11 Scale=1:14.3 Plate Offsets (X,Y)— 15:0-4-0.0-6-01 LOADING (psf) SPACING. 2-0-0 CSI. DEFL,- in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.09 Vert(LL) -0.01 5 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.02 5 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.45 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 70 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-8 oc purlins, except BOT CHORD 2x8 SP No.2 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. 1-6,3-4: 2x6 SP No.2 REACTIONS. (lb/size) 6=3370/0-4-0, 4=2613/0-4-0 Max Uplift 6=-1 1 14(LC 4), 4=-892(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-1697/618, 1-7=1758/578, 2-7=1758/578, 2-8=-1758/578, 3-8=-1758/578, 3-4=-1697/618 WEBS 2-5=-273/288, 1-5=-778/2366, 3-5=-778/2366 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply t%J1111111111111 connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. ,��� v rr N I'st V�� 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18;Pa• C-C Exterior(2) 0-2-12 3-2-12, Interior(1) 3-2-12 4-2-12; left Lumber DOL=1.60 DOL=1.60 • to to cantilever and right exposed ; plate grip 4) Provide adequate drainage to water ,�� ,� •. `G E Jy S • `� �i �`•'.� prevent ponding. ,• �, 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. N 66182 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=1114, .� e. 4=892. "Semi �� T F�10) 9 -rigid itchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss, 9 P 9 Y Y 9 ' D from the left end to 2-11-7 to connect trusses) to back face of bottom chord.'(0_5 Use Simpson Strong -Tie HHUS28-2 (22-10d Girder, 8-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at # k:�0-11-7 ��j S •• ' • 11) Fill all nail holes where hanger is in contact with lumber. • �� LOAD CASE(S) Standard �11 N A` 1� %% 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=-100, 4-6=-20 FL Cert. 6634 October 22,2014 Continued on Paqe 2 AWARKAG •Vedf jfde.siq. partnreW,, and RFAD h07£SGNIINTSAND IMMUDED MITEKREFERE,SCEAAGEMIf•M23 rer. I1291201daffoumE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek• erector. Addltlonol permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlorma11lon ggvat able from jruss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 2314. IfSouthemP"inetSP�lumberissperified,thedesiollvaluesarethmeeffectiveO6 Di/2013hyAtSC Tampa, FL 33610-4115 Truss Truss Type Qly Ply PGA Clubhouse Addition T6593180 1Job 2737IR FG02 Flat Girder 1 �f 2 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 9=-2752(B) 10=-2752(B) 7.530 s Jul 112014 MiTek Intlustrtes, Inc. Wed Oct 22 11:40:50 2014 Page 2 ID:67UgitGmVgxDOkpUtBgBc6ygeB 1-Y41tiNfU40SrGmpsl V6_gl FgsWn5v76mCMGF WyQu3x ®WARNING-Vedfrdesign pvanreten and READ mvsommrsAm Im=Eo NIT£KRErERENOEPAGE NII-I4I3 e.I/d9/2oidwoffum.. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer, Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbillity, of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information va able 6om Truss Plgte In tftute, 781 N. Lee Street, Suite 312, Alexandria, VA zz2314 if Southern PineISP lumber isspecitieT> the design values are thane effective 06/01/4013 by ALSC Tampa, FL 33610.4115 Job ATruss Truss Type Qty Ply PGA Clubhouse Addition T6593181 127371R FG03 Flat Girder 1 2 .lob Reference (ootionall east coast I russ, Fon Pierce, FL. 34946 7.530 s Jul 112014 MITek IntlUstnes, Inc. Wed act 22 11:40:50 2014 Page 1 I D:67UgitGmVgxDOkpUtBgBc8ygeB1-Y41tiNfU40SrGmpsl V8_g1 FqM Wm3v6UmCMGF WyQu3x 2-7-4 5-2-8 , 2-7-4 2-7-4 3x6 = 1x4 II 3x6 = 1 2 0 3 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI. .TCLL 30.0 Plates Increase 1.25 TC 0.12 TCDL . 20.0 Lumber Increase 1.25 BC 0.43 BCLL 0.0 ' Rep Stress Incr NO WB 0.55 BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x8 SP No.2 WEBS 2x4 SP No.3 *Except* 1-6,34 2x6 SP No.2 REACTIONS. (lb/size) 6=2342/0-4-0, 4=3732/0-4-0 Max Uplift6=-826(LC 4), 4=-1233(LC 5) US II Scale = 1:15.2 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.01 5 >999 360 MT20 244/190 Vert(TL) -0.03 5 >999 240 Horz(TL) 0.00 4 n/a n/a Weight: 79 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=1886/690, 1-7=2320/760, 2-7=-2320/760, 2-8=-2320/760, 3-8=-2320/760, 34=1886/690 WEBS 2-5=-323/309, 1-5=-954/2912, 3-5=-954/2912 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9.0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 4-11-12; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=826, 4=1233. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Use Simpson Strong -Tie HHUS28-2 (22-1 Od Girder, 8-1 Od Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max, starting at 2-2-7 from the left end to 4-2-7 to connect truss(es) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=100, 4-6=-20 ,�1111ttrtrr���i Qv I N i *: N 68182 + NA "�O :• • T F : emu/ rrrli11111 FL Cert. 6634 October 22,2014 Continued on page 2 ®W .Vf&r-Venfpdesr9n ranmema madR&1D ry US GH VMS AMINMDED H1nWVEFERE&4M IME M11. 7473 me I1d912014WOMM Design valid for use only with MFek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the WOW erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information 5�11vo1 able from Truss Pla)e Institute, 781 N. Lee �ireeL Suite 312, Alexandria, VA 2314 11SazutheTnP"ine+SP�lumberisspeclfied,thedesignvauesaTethesel:ffectiveUS Q1/1013byALSC Tampa, FL 33610-4115 Job ITruss Truss Type Qty Ply PGA Clubhouse Addition T6593181 27371 R FG03 Flat Girder 1 2 ob Re a ence o do al East Coast Truss, Fort Pierce, FL. 34946 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 9=-2752(B) 10=-2752(B) 7.530 s Jul 112014 MiTek Industries, Inc. Wed Oct 22 11:40:50 2014 Page 2 I D:67UgitGmVgxDOkpUt8gBc8yqeB1-Y41tiNfU40SrGmps1 V8_g1 FqM Wm3v6UmCMGF WyQu3x ®W,iRNIAG -Verifp desgn parameters and AFi1D M17ES GN ftlISAIRh ItX1UD@D MI7FiCRfifREACFPAGE MII-7473 rt�a I/Z9/201J87}'oBEUSE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component.' Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity of the MiTek, erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-87 and BCSI Building Component 6904 Parke East Blvd. Safety Information vogqable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 It Southernpine�SPflumberisspecified,thedesignvaluesarethoseeffective46 01J2013byAL5C Job Truss Truss Type Qty Ply PGA clubhouse Addition T6593182 27371R FG04 Flat Girder 2 n L Job a ere ce optional) tasr voasi i russ, ron YlerCe, rL. snewo . - s .. i - � �+ n, o,w�•..,o, I—.... -11— . ., , — , ID:ZzzSW7dbHNFuh_Dbh3Qzs4yZoP7-OGJFwig5rJbiuw02bDfDDFogWv7GeSIvR00p2RyQu3w 5-5-7 10.8.2 15-10-13 21-1-8 29-e-3 36-5.8 40.8.4 , 5-5.7 5-2-11 5-2.11 5-2-11 8.4-11 6-11.5 4.2-13 PROVIDE CONNECTION OF TRUSS TO BEARING PLATE AT JOINT (161 CAPABLE OF WITHSTANDING 2065 LBS UPLIFT Scale=1:70.9 REACTION DUE TO GRAVITY LOADING APPLIED TO THE TRUSS. IT IS THE RESPONSIBILITY OF THE PROJECT ARCHITECT/ENGINEER TO DESIGN THE CONNECTION OF THE TRUSS TO THE BEARING PLATE, PROVIDE AND DESIGN CONNECTION SYSTEM FOR A CONTINUOUS LOAD PATH FROM THE TRUSS TO THE FOUNDATION, AND DESIGN FOOTING/FOUNDATION TO RESIST SUCH UPLIFT. 3x8 = 3x8 = 46 = 2x4 II 3x6 = 2x4 II 4x12 = 44 = 2x4 II 3x4 — 2x4 II 3x4 — 2x4 II 24 3x4 II 26 27 23 22 28 29 30 21 31 32 20 19 33 34 18 35 36 37 17 18 U24 4x8 = U24 2x4 II U24 7x18 =U24 U24 2x4 II U24 4x8 = 4x8 = U24 6x8 = U24 U24 U24 U24 U24 U24 This truss is NOT symmetric. Proper orientation is essential. 4x8 = 15 14 5x6 = LOADING (psf) TCLL 30.0 TCDL 20.0 BCLL 0.0 • BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC2010lTPI2007 CSI. TC 0.80 BC 0.88 WB 0.97 (Matrix-M) DEFL. in (loc) I/deft Lld Vert(LL) -0.27 20-21 >999 360 Vert(TL) -0.65 20-21 >488 240 Horz(TL) 0.07 17 n/a n/a PLATES MT20 Weight: 472 lb GRIP 244/190 FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No,1 'Except* TOP. CHORD Structural wood sheathing directly applied or 4-11-7 oc purlins, except 11-13: 2x4 SP No.2 end verticals. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 *Except* 6-0-0 oc bracing: 15-17,14-15. 1-24,13-14: 2x6 SP No.2, 1-22: 2x4 SP No.2 WEBS 1 Row at midpt 6-17 REACTIONS. (lb/size) 24=2566/0-8-0, 15=-236/6-4-0, 17=5598/6-4-0 Max Uplift24=-787(LC 4), 15=-2065(LC 12), 17=-1263(LC 4) Max Grav24=2566(LC 1), 15=894(LC 9), 17=5598(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-24=-2228/730, 1-25=-5738/1685, 2-25=5738/1685, 2-3=-5738/1685, 3-4=-6535/1852, 4-5=6535/1852, 5-6=-6535/1852, 6-7=-1979/6402, 7-8=-1979/6402, 8-9=-1979/6402, 9-10=-1869/1941, 10-11=-1869/1941, 11-12=-1869/1941 BOT CHORD 24-26=-91/270, 26-27=-91/270, 23-27=-91/270, 22-23=-91/270, 22-28=-2279/7909, 28-29=-2279/7909, 29-30=-2279/7909, 21-30=-2279/7909, 21-31=2279/7909, 31-32=-2279/7909, 20-32=-2279/7909, 19-20=-463/1758, 19-33=-46311758, 33-34=-463/1758, 18-34=-463/1758, 18-35=-463/1758, 35-36=-463/1758, 36-37=-463/1758, 17-37=-463/1758, 16-17=-4057/1857, 15-16=-405711857, ,,11111111111 14-15=-503/647 %,0* U IN V 1��� WEBS 10-15=-396/208,8-17=-594/265,12-14=-831/629,'12-15=-1595/1356,9-15=-79/2490, ,�. Q`Q 9-17=-2760/233, 2-22=-557/311, 3-21 =-1 09/746, 5-20=-532/261, 6-1 8=-1 02/642, �� p E NS� � 1-22=-1693/5810, 3-22=-2307/651, 3-20=14601453, 6-20=-1476/5075, 6-17=-8643/2586 ,�� �,••�,� �••? NOTES- N 68182 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: ,+, Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc, Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. "D 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply T O F 14J connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. .0.0. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; ' C-C Exterior(2) 0-2-12 to 4-3-9, Interior(1) 4-3-9 to 40-5-8; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 1�1 4) Provide adequate drainage to prevent water ponding. checked 5) Plates 6) This tru shas been designed for a 0 psf bottom chord live load nonconcurrent with any other live loads. ,,�� i INI I 1 ,` 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 24=787, FL Cert. 6634 15=2065, 17=1263. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss, 1✓clvUer /-/,w I c+ Continued on a e 2 ®WARNt11G -Verify de.si9a Tara—M. and R&1D MUS GN 7WSAND IAl7.UDED MIIEKREEERE&CE PAGE M11-7473 .. I/M/2014WOMWE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity of the WOW fabrication, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Pla)e Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 It Southern Prne�SP lusntrer isspesrfied, thedesign values are those effective 06/101f2013 hyAtSC Truss Truss Type Qty Ply PGA Clubhouse Addition T6593182 It10b 27371R FG04 Flat Girder 2 2 . Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITeK Industries, Inc. vvea uct zz 77:4u:5z du14 rage z ID:ZzzS W7dbH NFuh_Dbh3Qzs4yZoP7-VSle72gkcdjZV3zE9wASmSK?GJKVNvY3fglMatyQu3v NQTES- 10) This truss has large uplift reaction(s).from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 11) Use Simpson Strong -Tie U24 (4-10d Girder, 2-10dxl 112 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 1-10-7 from the left end to 25-10-7 to connect truss(es) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-13=-100, 14-24=-20 Concentrated Loads (lb) Vert:20=-238(F) 26=-238(F) 27=-238(F) 28=-238(F) 29=-238(F) 30=-238(F) 31=-238(F) 32=-238(F) 33=-238(F) 34=-238(F) 35=-238(F) 36=-238(F) 37=-238(F) 1,61ARN77Ri YeriPy desi,,7n pammea!rs and Nfi1G M1'7ESGN i1AS ANG flsY].GGfG!4t'f£KRf'FLREM 7iiGE Nfh T473 rea IJd.9/Id.Idt3fFC3Af..{7,3£: Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown pi%k� it for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding iVl fabrication, quality control, storage, delivery, erection and bracing, consult , ANSI/TPI1 quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. S lety Information 7 able from Jruss Plate In titute, 781 N. Lee Street. Suite 312, Alexandria, VA 2314. Tampa, FL 33610.4115 ( SoutherntKir[et5P)lumberisssetilie,thedeslgonvaluesaTethoseptfe>rive06 0112013tryAtSC Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593183 27371R FG05 Flat Girder 4 2 'o ob a erence o al East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITek Industries, Inc. Wed Oct 22 11:40:53 2014 Page 1 I D:67UgitGmVgxDOkpUt8gBcByqeB1-zfQOLOhMNxrQ7DXRjehhlgtEdjf76Q KCuKVw7JyQu3u 27-0-13 .. -- -- --3 -0- -- -- -3 -a - 2-7-9 2-2-1 0 -1 3-3-10 5.9-5 2-5-15 -3-14 -1-9 6-3-5 4-0.5 4.3.13 1-10-14 This truss is NOT symmetric. Scale = 1:71.0 Proper orientation is essential. 1 7.3.3 1 3-D-0 148 14-4-3 x8 I 2.5.7 1 _ 13-7-7 1 = I 3x4 11 4x8 = 48 — 2x4 II 6x8 = 2x4 II 4x12 = 2x4 11 4x10 = 2x4 I I 7x10 = 2x4 II r 27 26 25 24 23 Bx8 = 6x8 = 4x8 = 3x8 II 5x5 = HUS28-2 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 20.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x6 SP SS *Except* 13-14: 2x6 SP No.2 BOT CHORD 2x8 SP SS *Except* 25-27: 2x8 SP No.2 WEBS 2x4 SP No.3 *Except* 1-27: 2x6 SP No.2, 11-17,2-27,3-24: 2x4 SP No.2 12-17,5-23,7-22,8.21: 2x8 SP No.2 REACTIONS. (lb/size) 27=4312/0-8-0, 17=4424/0-8-0 Max Uplift27=-2098(LC 4), 17=2751(LC 5) 22 32 21 20 19 18 17 16 15 10x12 = 3x8 II 4x6 = 3x8 II 6x12 Us 11 6x6 = HUS28-2 HUS28-2 8x8 = 27-0-13 252--1 24-7-65.111-0 243 2 34-9 0e43 3-4 30 --1-9 -0 e-02.5-15 4 339.5 4-81 f17.0-6-0 0-3-121 fl9:0-5-12 0-1-81, f21:0-5-12 0-1-81 f22:0-2-O.Edoel f27:0-4-0.0-5-41 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TC 0.57 Vert(LL) 0.72 22-23 >536 360 MT20 244/190 BC 0.92 Vert(TL) -1.42 22-23 >271 240 WB 0.74 Horz(TL) 0.14 17 n/a n/a (Matrix-M) Weight: 593 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 11-17 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-27=-299/157, 1-28=-326/158, 2-28=-326/158, 2-29=-7334/3555, 3-29=-7334/3555, 3-30=-14859/7395, 4-30=-14859/7395, 4-5=-14859/7395, 5-6=-17444/8646, 6-7=-17444/8646,7-8=-17313/8580,8-9=-8193/3383,9-10=-8193/3383, 10-11 =-8 193/3383, 11-12=-2118/1672, 12-13=-2118/1672 BOT CHORD 26-27=-2649/5432, 25-26=-4854/9913, 24-25=-4854/9913, 23-24=-7395/14859, 23-32=-7395/14859, 22-32=-7395/14859, 21-22=-6926/14500, 20-21=-6926/14500, 19-20=-3383/8193, 18-19=-3383/8193, 17-18=-3383/8193, 16-17=-682/710, 15-16=-707/694 WEBS 11-17=-10292/5418, 12-17=-532/287, 13-15=-756/777, 5-23=-518/220, 7-22=-678/335, 8-21=-1426/2509, 5-22=-1299/2685, 8-22=-1755/2951. 8-20=-7813/4410, 11-19=-1011/1958, 10-20=-771/1366, 4-24=-1568/817, 2-27=-6280/3064, 2-26=-169513560, 3-26=-4829/2431, 3-24=-3163/6158, 13-17=-1155/1575 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-2-12 to 4-3-9, Interior(1) 4-3-9 to 40-6-8; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) The solid section of the plate is required to be placed over the splice line at joint(s) 6, 22. 6) Plate(s) at joint(s) 27, 1, 14, 15, 11, 12, 25, 5, 23, 7, 8, 21, 20, 19. 10, 9, 18, 4, 24, 2, 26, 3, 16, 13 and 17 checked for a plus or minus 0 degree rotation about Its center. 7) Plate(s) at joint(s) 6 checked for a plus or minus 2 degree rotation about its center. 8) Plate(s) at joint(s) 22 checked for a plus or minus 1 degree rotation about its center. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - �� 0VtN V 4 * : N 68182 T OF .00. 10 0*4#19,, ..NA`� G �� /1111111� FL Cert. 6634 October 22,2014 Continued on Dacia 2 ®WARNIAG -V dfrdes4. j--mo and RFAI) h07ESONWISAND INIUDED MITEKREFEREACEPAGEMII.7473 ren 1/29/29140EFOUME Design valid for use only with Welk connectors. This design is based only upon parameters shown, and Is for an individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbllllty of the WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vauuable from Truss Plofe Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 2314. Tampa, FL 33610.4115 If3outhemPinejSPflumberisspeciffed,thedesignvalues are thoseeffectiveGS 01/2013byALW Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593183 27371R FG05 Flat Girder 4 A L ob Reference (optional) Last coastIruss, ronrlerce,I-L.3494b 1.03U 5 Jul I LV14 MI I eR InUU51rle5, InG. VYUU W91 L I l."V:GJ cu I" ra90 c ID:67UgilGmVgxDOkpUtagBc8yqeB 1-zfQOLOhMNxrQ7DXRjehhlgtEdjf76QKCuKVw7JyQu3u NOTES- 10) ' 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. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 27=2098, 17=2751. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Use Simpson Strong -Tie HUS28-2 (6-10d Girder, 6-10d Truss, Single Ply Girder) or equivalent spaced at 5-9-5 oc max. starting at 10-6-13 from the left end to 22-1-7 to connect truss(es) to back face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) Special hanger(s) or other connection device(s) shall be provided starting at 2-0-0 from the left end to 6-6-0 sufficient to connect truss(es) to front face of top chord. The design/selection of such special connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-28=-100, 28-30=-435(F=-335), 14-30=-100, 15-27=-20 Concentrated Loads (lb) Vert: 23=-797(B) 21=-797(B) 32=797(B) ® WARNIAG •wenfrdes* ynmmeo rs aad READ R07ESGN774TSAM RUEODED MITF1rREEERENMPAGEM114473 ma I12912Or18F OMWE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslblllity of the. iTek� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tobrcafion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informalion vauI�able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra, VA 2314. If Southernirute�SP)lumberrsspLciied,thedesignvaluesarethaseeffective0fi 01/2013byAL5C Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6693184 27371R FG06 Flat Girder 8 2 ob a erence o do al East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITek Industries, Inc. Wed Oct 22 11:40:53 2014 Page 1 ID:67UgitGmVgxDOkpUtBgBc8ygeB1-zfQOLOhMNxrQ7DXRjehhlglKajlu6buCuKVw7JyQu3u 3-8-11 22x4 II HUS26 2x4 II 4 4x4 = 3-8-11 Scale=1:14.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.19 Vert(LL) 0.03 3-4 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.04 3-4 >999 240 BCLL 0.0 • Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 48 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-11 oc purllns, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=795/Mechanicai, 3=793/Mechanical Max Uplift4=-668(LC 4), 3=-667(LC 5) Max Grav 4=846(LC 9), 3=844(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 CO. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 3-6-15; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=668, 3=667. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Use Simpson Strong -Tie HUS26 (14-10d Girder, 6-10d Truss, Single Ply Girder) or equivalent at 1-10-5 from the left end to connect truss(es) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-2=-100, 3-4=-20 Concentrated Loads (lb) Vert: 7=-1176(F) .,��vOPpIUIN I i * : Nc 68182 '-10 T F :•w ill FL Cert. 6634 October 22,2014 AWARNIAG-Vedfydes4npa ,.Wand READ AMES ON THIS AND 1AtIUDEDMITFKREEEREA<PRAGENr1.7473m.. I/d912014P CUVSE Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Welk' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding � V� fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety I forma Ion val able from Truss Plate In{tltute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314 1iSilut a n ine�Sp�lumberisspecifieHl,thedeMgnvaluesaTethoseeffertWia Ol 101SbyALSC Tampa, FL 33610-4115 Job Truss Truss Type city Ply PGA Clubhouse Addition T6593185 27371R FG07 Flat Girder 2 �f 2 Job Reference (optional AIN eux wax "uaa,—........ r-L..— r.u.,u a ` i i eu"""" muu""u" niu. • - "I ID:67UgitGmVgxDOkpUt8gBc8yqeB1-vl Ymi4jcvY57MXhpg2k9N5yWXLLaGNVLe—OBCyQu3s I 4-1-0 10.1-9 I 142-15 18-6-2 23-0-4 27-6-7 36-6.5 4l:8.4 , 4-1-0 3-7.9 2-5.0 4-1-6 — 4.3.2 4-12 4.6.2 8-11-14 422.0 This truss is NOT symmetric. Proper orientation is essential. 3x4 = 46 = 46 = 2x4 II 3x6 = 5x8 WB = 2x4 II 3x8 = 2x4 I 414 = Scale=1:72.3 3x6 = 2x4 II 3x4 = 2x4 II im-, MIN Effi.11009 Elio, c���IL•i�illl��>t���- A 'Sl 27 31 2625 24 23 4x8 I I 6x8 M18SHS = 3x8 II 2x4 II 5x10 M18SHS = NAILED 22 21 20 4x4 = 32 19 33 18 17 le 4x8 = 44 = 7x16 = 44 II 4x4 II 8x12 = 48 M18SHS = HUS28.2 HUS28-2 48 = 15 5x6 = I6 4-1.0 7-8-9 10.1-9 142-15 18-B-2 23-0-4 27-6-7 32-4-3 32.8-3 40.8-4 4-1-0 3-7-9 2-5-0 4-1-8 4-3.2 4-6.2 4-6-2 4-9-12 0-40 8-0.1 Plate Offsets (X.Y)— 15:0-4-0 Edgel 19:0-3-O.Edgel.r16:0-6-0 0-3-121 r19:0-7-0.0-5-81 125:0-2-4 0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.67 Vert(LL) 0.69 22 >559 360 MT20 . 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -1.46 22 >264 240 M18SHS 2441190 BCLL 0.0 ' Rep Stress Incr NO WB 0.90 Horz(TL) 0.15 16 -n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 502 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.8E `Except' TOP CHORD Structural wood sheathing directly applied or 3-6-14 oc purlins, except 12-14: 2x4 SP No.2 end verticals. BOT CHORD 2x6 SP SS 'Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 19-20,18-19: 2x4 SP No.2 WEBS 1 Row at midpt 10-16 WEBS 2x4 SP No.3 *Except* 1-27: 2x6 SP No.2, 11-16: 2x8 SP No.2, 7-19,10-19,1-26: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 27=3660/0-8-0, 16=4653/0-8-0 Max Uplift27=-1646(LC 4), 16=-2948(LC 5) Max Grav 27=3733(LC 15), 16=4653(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-27=-3352/1499, 1-28=-6522/2854, 2-28=-6522/2854, 2-29=-6522/2854, 3-29=-6522/2854, 3-4=-12907/5679, 4-5=-14995/6672, 5-30=-14995/6672, 6-30=-14995/6672, 6-7=-14995/6672, 7-8=-12714/6044, 8-9=-12714/6044, 9-1 0=-1 2714/6044, 10-11 =-1 914/1731, 11-12=- 1914/1731, 12-13=- 1914/1731 BOT CHORD 27-31 =-1 42/312, 26-31 =-1 42/312, 25-26=-5679/12907, 24-25=-5679/12907, 23-24=-5679/12907, 22-23=-5679/12907, 21-22=-6615/14485, 20-21=-6615/14485, 1111111111/ jI 20-32=-6612/14482, 19-32=-6631/14506, 19-33=-2675/6645, 18-33=-2656/6620, ��� �I� I N VrC -0 17-18=-2668/6638, 16-17=-2668/6638, 15-16=-426/653 WEBS 11-16=-549/276, 8-19=-459/244, 10-19=-3632/6518, �% AQ� j �r'• � 10-18=-271/461, 7-19=-3269/2019, 1 0-1 6=-8884/4658, 13-16=-1470/1382, 13-15=-788/490, 2-26=-401/276, 3-24=853/1986, ��� CAE iV ,� ',•\ S'� 4-23=-1690/811, 6-22=-691/328, 1-26=-3016/6905, 3-26=-7252/3208, 7-22=-1664/2122, i N 4-22=-1099/2309 68182 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-7-0 oc. -Q ; X Z Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Si T F ' W Webs connected as follows: 2x8 - 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 if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply •. Q �.• �40� �G•' connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) t gust) 4O 8, �j \ �� • •N C-C Exterior(2) 0-2 12to 4-1-1hiOL=1160 DOLP1.60 rior(1) 4-1-1 to 40-6-8;Cantlever left and right expo eLumber d AL `,`� ,tln; plate grip %/11111111// 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. FL Cert. 6634 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. October 22,2014 Continued on Daae 2 ,&WARNIM3•Verify de.sirRs purtmcrers and READ A07ES ON THIS AND 1Tst,1.UDEDMITFKR£fEREMF PAGE N11•MT3 ma 111912.0U fFOMME Design valid for use only with Mirek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responslbillity, of the ivi iTek° erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Information vo' able from Jruss Plgje Institute, 7B1 N. Lee Street, Suite 312, Ale andria, VA 2314 IfSouthernfxineISR fumberisspecr#led,thedesignvaluesaTathaseef ective46 GIJ 013byAiSC Tampa, FL 33610-4115 Job Truss Truss Type City Ply PGA Clubhouse Addition T6593185 27371R FG07 Flat Girder 2 Z ob a ere ce o do a East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 Mrfek Industries, Inc. Wed Oct 2211:40:55 2014 Page 2 I D:67UgitGmVgxDOkpUl8gBc8yqeB1-v1 Ym 14jcvY57MXhpg2k9N5yYYXLLaGNVLe_OBCyQu3s NOTES- 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 27=1646, 16=2948. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Use Simpson Strong -Tie HUS28-2 (6-10d Girder, 6-10d Truss, Single Ply Girder) or equivalent spaced at 3-5-5 oc max. starting at 22-2-9 from the left end to 25-7-14 to connect truss(es) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 14) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 154 lb down and 71 lb up at 2-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 15) Special hanger(s) or other connection device(s) shall be provided starting at 6-0-0 from the left end to 12-6-0 sufficient to connect truss(es) to front face of top chord. The design/selection of such special connection devices) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-29=-100, 29-30=-350(F=-250), 14-30=-100, 15-27=-20 Concentrated Loads (lb) Vert: 28=150(F) 31=-150(F) 32=-775(F) 33=-775(F) WARMING•Venfydesign pammete.and READMUS ON TUTS AM IRCLUMMITEKRUEREM7 PAGE MII-M73 mn I12412014WOMUSE Design valid for use only with Mifek connectors. This design Is based only upon parameters shown, and Is for an individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibllllty of the M iTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety I formation va able from Truss Plate Institute, 781 t4. Lee Street, Suite 312. Ale andria, VA 2314. 115cut�ernPine�SP�lumberisspecified, the design values are thuseefectisre06 01%2013hyrALSC Tampa, FL 33610.4115 7.530 s Jul 112014 MiTek Industries, Inc. Wee Oct 22 11:40:55 2014 Page 1 I D:67UgitGmVgxDOkpUt8gBc8yqeB1-v1 Yml4jcvY57MXhpg2k9N5yeQXYnaUNV Le_OBCyQu3s 2-9.11 2-9.11 1 3x4 = 22x4 II 4 2x4 II 3x4 = 3 Scale=1:14.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.29 Vert(LL) -0.00 3-4 >999 360, MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.01 3-4 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) Weight: 17 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-11 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installatione REACTIONS. (lb/size) 4=217/Mechanical, 3=217/0-8-0 Max Uplift4=-182(LC 4), 3=-182(LC 4) Max Grav 4=231(LC 9), 3=231(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=182, 3=182. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-152(F=-52), 3-4=-20 WARNIAEi •Vedtrde.sign panmemrs and READ AOTUGNTM9AM ItX100 MITEKEFFEREACEPAGEMII-74J.9 ma I12912.016DEFonET/5I:' Design valid for use only with Mffek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabricatlon, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component %`P LOIN 11VF� ,1��i i N 68182 :• T F : �cc o � ht11111111 FL Cert. 6634 October 22,2014 F M!Tek• 6904 Parke East Blvd. Tampa, FL 336104115 Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593187 27371R FT03 Flat 7 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITek Industries, Inc. Wed Oct 22 11:40:56 2014 Page 1 ID:67UgitGmVgxDOkpUt8gBcByqeB 1-NE68zQkEgsD_hG00m FOwlVj3wgrJt7ealjajeyQu3r 4.4.1 B-8-1 i 4-4-1 4.4-1 3x4 II 3x4 = 3x4 II Scale = 1:16.6 4x4 = 4x4 = LOADING (psf) TCLL 30.0 TCDL 20.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC2010/TPI2007 CSI. , TC 0.69 BC 0.34 WB 0.30 (Matrix-M) DEFL. in (loc) I/defl Ud Vert(LL) -0.15 4-5 >684 360 Vert(TL) -0.41 4-5 >244 240 Horz(TL) 0.01 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 44 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP 285OF 1.8E 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 Iq!jidg. REACTIONS. (lb/size) 5=748/0-8-0, 4=557/0-4-0 Max Uplift 5=-459(LC 4), 4=-326(LC 5) Max Grav 5=785(LC 9), 4=584(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-5=-293/230 BOT CHORD 5-9=-409/711, 4-9=-409/711 WEBS 2-5=-649/406, 2-4=-698/438 NOTES- 1) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 8-6-5; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a or minus 0 degree rotation about its center. plus been bottom live load live loads. ,,1�/611111i����' 1 N 4) This truss has designed for a 10.0 psf chord nonconcurrent with,any other �� v VF 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 ♦�N�OP.�,. • • • ... G E N �� chord and any other members. 6) Provide truss to bearing 100 lb uplift at joint(s) except (jt=lb) 5=459, ♦ , .•'\ 3 •' V CCU••, mechanical connection (by others) of plate capable of withstanding 4=326. ♦♦♦ N 68182 ' 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) 157 lb down and 104 lb up at 1-8-0 on top chord, and 157 lb down and 104 lb up at 1-8-0 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), T F LOAD CASE(S) Standard oo .0 • '. Q` •' _ ♦♦ 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (3=�100, �j �G•'�\ �� `, ,,��Ss, • •N 4-5=-20 ``� AL ; Concentrated Loads (Ib) �!! 111111 Vert: 6=-150(F) 9=-150(F) FL Cert. 6634 October 22,2014 ®wARNipm •v.drr design paramea,n snd READ MUSGN7NISAND 1AUUDF-D MITEKR£FFREAGE PAGE MrI-7473 ra•„ I/d9/20IJDfl'GflEt/SE Design valid for use only with Mfiek connectors. This design is based only upon parameters shown, and is for an individual building component. ��• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability dudng construction Is the responsibillity of the WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 2314. ItSouthern Pine�SP� lumber is specified, the design values are thane effective GGJ 0112013 byA1SC Tampa, FL 33610-4115 Job 5 ype Qty Ply PGACIu6houseAdtlAlon 7nuSST T6593188 �Trus FT04 1 1 o e re ce (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. wed Oct 22 11:4u:65 2014 rage i ID:67UgitGmVgxDOkpUt8gBcByqeB 1-NE68zQkEgsE_hGOOm FOwlVimwpkJrOealjajeyQu3r i 4.11-15 9.11-14 4-11-15 4.11-15 Scale = 1:19.0 44 = 1x4 II 44 = 1 7 a 2 a 3 3x6 11 3x6 11 LOADING (psf) TCLL 30.0 TCDL 20.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC20101TP12007 CSI. TC 0.70 BC 0.42 WB 0.40 (Matrix-M) DEFL. in (loc) I/defl L/d Vert(LL) 0.05 5-6 >999 360 Vert(TL) -0.10 5-6 >999 240 Horz(TL) 0.00 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 52 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-1 oc purlins, except BOT CHORD 2x4 SP No.2 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 guidg, REACTIONS. (lb/size) 6=830/0-4-15, 4=634/0-10-9 Max Uplift6=-468(LC 4), 4=-341(LC 5) Max Grav 6=866(LC 9), 4=662(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-711/410, 1-7=-1066/491, 7-8=-1066/491, 2-8=-1066/491, 2-9=-1066/491, 3-9=-1066/491, 3-4=621/355 WEBS 1-5=-472/1028, 3-5=-514/1095, 2-5=-640/368 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 9-10-2; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates for 0 degree its center. checked a plus or minus rotation about live loads. ,,11111111111111 1 N 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other �% V V ��� 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. 100 lb except Qt=lb) 6=468, ,%OP.Q ,4 , .•'� G E •' V CC�••� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding uplift at joint(s) 4=341. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ti� N 68182 * �� 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 157 lb down and 98 lb up at 1-10-0 on top chord, and 157 lb down and 98 lb up at 1-10-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 'Q 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). i T O F 44/ Z LOADCASE(S) Standard �jO •'.� 1) Dead + Roof Live Lumber Increase=1.25, Plate Increase=1.25 ' • 1QQ;•'���� i�, (balanced): s ••N `G `� Uniform Vert: 1 (3I�100, 4-6=-20 I�� is A�—�\ ��, /1111100% Concentrated Loads (lb) Vert: 7=-150(F) 10=-150(F) FL Cert. 6634 October 22,2014 ®WARMhG -Verify Ansk2n parameters and READ Ms7ES GN7Ia9AND INCLUDED MITEKREFEREACE PAGE Mn4473 rev. I119120MBEfoaEWE Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilllty of the MiTek'erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informa Ion vo able from Truss Plate Institute, 781 N. Lee treat, Suite 312, Alexandria, VA 2314. li5outtlern�ine�SP�lumberissperi ied,thediesignvaluesareIll offestive06 01/2013 by ALSV Tampa, FL 33610.4115 Job Truss - Truss Type Qty Ply PGA Clubhouse Addition T6593189 27371R FT05 Flat 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 11 ZD14 MI I eK inausmes, Inc. vvea uct L"L i i:4u:55 zulq rage t ID:67UgitGmVgxDOkpUt8gBcBygeB 1-NE68zQkEgsD_hG0Om FOwlVeewnlJm Gealjajeyou3r 6-11-15 13-11-14 6-11-15 6.11-15 Scale: 1/2"=1' 1x4 II 1 3x8 = 3x12 46 11 3x6 = 3x8 = 4x6 11 0• 6 6-11-15 13-11-8 13.1 -14 0- 6 6-11.9 6-11-9 0- 6 LOADING (psf) SPACING- 2-0-0 CS'. TCLL 30.0 Plates Increase 1.25 TC 0.97 TCDL 20.0 Lumber Increase 1.25 BC 0.54 BCLL 0.0 Rep Stress Incr NO WB 0.73 BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=860/0-4-15, 5=1083/0-10-9 Max Uplift 8=-384(LC 4), 5=-505(LC 5) Max Grav 8=888(LC 9), 5=1118(LC 9) DEFL. in (too) Ildefl L/d PLATES GRIP Vert(LL) 0.10 5-6 >999 360 MT20 244/190 Vert(TL) -0.29 5-6 >574 240 Horz(TL) 0.00 5 n/a n/a Weight: 69 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, 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 allatione FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-825/400, 1-9=-1936/769, 2-9=-1936/769, 2-3=-1936/769, 3-10=-1936/769, 10-11=-1936/769, 4-11=-1936/769, 4-5=-929/455 WEBS 1-6=-761/1900, 2-6=-845/438, 4-6=-716/1814 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 13-10-2; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=384, 5=505. 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) 155 lb down and 81 lb up at 12-1-0 on top chord, and 155 lb down and 81 lb up at 12-1-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert; 1-4=-100, 5-8=-20 Concentrated Loads (lb) Vert: 11=-150(F) 12=-150(F) ® WiRNM -Verify design pan, ornrers ,ead RFAD MUS ON MIS AM Ma N1TFKREYEREhcV A4GE Mrr-147.3 rea .T/,M/20r4EEY0HEUSE- Design valid for use onlywith MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Salety Informa}Ion Gvauable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, Vq 2314. 1f St uthefn Rine iSPt [.bec is sidec ifiedr the desiig i values ate tha3e: fFet[ilra 05101/2013 by AtSC ,`0%11111111rill Qv 1 N i N 68182 :'33 T . <1! �? `% 111111111 FL Cert. 6634 October 22,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593190 27371R FT06 Flat 1 1 Job Reference o do al tasi u0asl Iruss, Fon vierce, FL. 34945 6-1-2 3x4 = 34 = f.Wu S JUI 11 LU14 MI I ea Inausines, Inc. vvea uci zz i 1:4u:or LU14 eaye 1 ID:67UgitGmVgxDOkpUt8gBc8ygeB1-rQgXAmktR9LrcrrCyTmdTN2sAK4 2DjopyT7G4yQu3q 1-10.12 17-11-14 , 5.9.10 B-1-2 Scale = 1:31.1 54 = 3x4 = 5x5 = 5x5 = 0- 8 8-11-15 1 -11-8 17-1 -14 0- 6 8-11-9 Plate Offsets (X Y)-- 13.0-3-0 0-3-01 14:Edoe 0-1-81 iB:0-2-8 0-2-121 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.73 Vert(LL) 0.21 5-6 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.58 5-6 >365 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.71 Horz(TL) 0.08 5 n/a n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) Weight: 86 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-6 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. 5-7: 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied or 5-7-12 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 2-8, 3-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=1161/0-4-15, 5=1263/0-10-9 Max Uplift8=-473(LC 4). 5=-521(LC 5) Max Grav 8=1190(LC 9), 5=1294(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-281/164, 2-3=-2952/1062, 4-5=-277/162 BOT CHORD 7-8=-1048/2652, 6-7=-1048/2652, 6-11=-1116/2791, 5-1 1=-1 116/2791 WEBS 2-8=-2686/1069, 2-6=-37/487, 3-6=0/378, 3-5=-2788/1119 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 17-10-2; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) The solid section of the plate is required to be placed over the splice line at joint(s) 7. 4) Plate(s) at joint(s) 8, 1, 4, 5, 2, 6 and 3 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 7 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=473, 5=521. 9) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 154 lb down and 71 lb up at 12-0-0 on top chord, and 154 lb down and 71 lb up at 12-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=100, 5-8=-20 ,,111111111/rrr�, % QP;• i N 68182 • KI j Z X V a.L • 441 � ' T F Z. rnlllll FL Cert. 6634 October 22,2014 Continued on Daae 2 AWAANIAGI119120148M n UE Design valid for use any with MRek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �' Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlormation vai able from jruss Pla,)e Institute, 781 N. Lee Street, Suite 312, Alexandria, VA • 2314 1f5outhemPirle�SPlum�erisspecified,thedesignvalues are these effective0fi 01/$013byAL5C Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593190 27371R FT06 Flat 1 1 Job Reference o do al test coast truss, non coerce, rL. 34s4b LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=-150(F) 11=-150(F) r,oau s a i 1 < w nu i nn muvmnoa, mv. r .- v as 1 1."v.v, & �-. rnU. ID:67UgilGmVgxDOkpUt8gBcBygeB1-rQgXAmktR9LrcrrCyTmdTW2sAK4_2DjopyT7G4yQu3q ®WARNIAG-Wdffdesiga parameren and READ PV7ESGM7NI5AM17M1UDED MITEKREFEREhCIFFAGENU4473 in. 71791201diuTa6EUSE Design valid for use only with M7ek connectors. This design Is based only upon parameters shown, and is for an Individual building component.• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the reDponsibillity of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Salety Informs Ion vo able from Truss Plgta Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 if5authern�'ineiSP�lumberisspecified,thedesignvalu-esarethoseeffective06 01/2013byAtaC Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593191 27371 R FT07 Flat 2 1 o e erence o t'o al East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Wee Oct 22 11:40:57 2014 Page 1 ID:67UgitGmVgxDOkpUt8gBc8ygeB 1-rQgXAmktR9LrcrrCyTmdTW2tJK2h291opyT7G4yQu3q 6-10-1 13-6-6 20-4.7 6-10-1 8.8-5 6.10.1 Scale = 1:36.3 6x10 = 1x4 II 4x4 = 3x10 = 3x4 = 1 11 2 12 3 13 4 14 5 10 9 8 15 16 7 6 2x4 II 412 = 5x8 VtB — 1x4 I I Bx8 6-10-1 i 13-6-6 20-4-1 204-7 6-10-1 6-8-5 6-9-11 046 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.65 Vert(LL) 0.30 7-9 >792 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.74 7-9 >323 240 BCLL 0.0 ' Rep Stress [nor NO WB 1.00 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 ' Code FBC2010frP12007 (Matrix-M) Weight: 100 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.8E TOP CHORD Structural wood sheathing directly applied or 3-3-5 oc purlins, except BOT CHORD 2x4 SP 285OF 1.8E *Except* end verticals. 8-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-9-11 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 1-9, 4-6 1-9,4-9,4-6: 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1449/0-3-8, 6=1525/0-10-9 Max Uplift I =-597(LC 4), 6=-633(LC 5) Max Grav 1=1486(LC 9), 6=1563(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (ib) or less except when shown. TOP CHORD 1-11=-3860/1512, 2-1 1=-3860/1512,2-12=-3860/1512, 3-12=-3860/1512, 3-13=-3860/1512, 4-13=-3860/1512, 5-6=-294/172 BOT CHORD B-9=-1693/4268,8-15=-1693/4268,15-16=-1693/4268,7-16=-1693/4268,6-7=-1693/4268 WEBS 1-9=-1537/3929, 2-9=-803/401, 4-9=-425/205, 4-7=-63/434, 4-6=-4330/1717 NOTES- 1) Wind: ASCE 7-1O; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterlor(2) 0-5-4 to 3-5-4, Interior(1) 3-5-4 to 20-2-11; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) The solid section of the plate is required to be placed over the splice line at joint(s) 8. 4) Plate(s) at joint(s) 10, 1, 3, 5, 6, 9, 2, 7 and 4 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 8 checked for a plus or minus 3 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=597, 6=633. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 154 lb down and 71 lb up at 12-6-0, and 154 lb down and 71 lb up at 10-8-0 on top chord, and 154 lb down and 71 lb up at 12-6-0, and 154 lb down and 71 lb up at 10-8-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard FL Cert. 6634 October 22,2014 Continued on page 2 ®W,1RtRtr-V.,ifrde.rign yarameM. rnd RE4D t.V7EFGNTHISAAO IIKSUDED MITEKRUEREAMPAGE MII-M73.R I129f2014890 EIIIE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component., Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Salety Information va' able from Truss Plate Institute, 781 jJ. Lee Street, Suite 312. Alexonddo, VA 2314. 1t5authernlyine1SP�ILimbertsspeciied,thedesignvaluesarethoseeffective06 Q112013byAiSC Tampa, FL 33610-4116 Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593191 27371 R FT07 Flat 2 1 Job Reference o do al East coast 1 russ, Fon Pierce, rL. 34946 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-100, 6-10=-20 Concentrated Loads (lb) Vert:12=-150(F) 13=-150(F) 15=-150(F) 16=-150(F) 1.03U $ Jul 1 I LU 14loll UK 111-11lub, IIIU. vveu — 1-- ,, lj I D:67UgitGmVgxDOkpUt8gBcByqeB1-rQgXAmktR9LrcrrCyTmdTVv/2tJK2h291opyT7G4yQu3q 'AWARNIF-t'ailq Jcsign paruurea!rs aad RFAa M/7ES(iN7H7SAM lAaU7E6NITFKRFFF.9EMX RACE Nil-7473 w. IJ24f2Old RffM-l13r: Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component 4 responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the iVliTek� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. S fety Information ava'uable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314 Tampa, FL 33610-4115 1 Salathetn11ine�SR}lumberissusciiiecLthedesiernvaluesarethose�effectivedG OM013byAm Job ITruss Truss Type Qty Ply PGA Clubhouse Addition T6593192 I27371R FT08 Flat 1 1 Job Reference (ootionall East Coast Truss, Fort Pierce, FL. 34946 - 7.530 s Jul 11 2014 MRek IndusIdes, Inc. Wed Oct 22 11:40:68 2014 3x4 = 3x8 = in a 7 2.4 II LOADING (psf) SPACING- 2-0-0 TCLL ' 30.0 Plates Increase 1.25 TCDL 20.0 Lumber Increase 1.25 BCLL 0.0 • Rep Stress Incr YES BCDL 10.0 Cade FBC201 O/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 1-9: 2x4 SP No.2 REACTIONS. (lb/size) 1=1177/0-3-8, 6=1177/0-8-8 Max Uplift1=-469(LC 4), 6=-469(LC 5) Max Grav 1=1206(LC 9), 6=1206(LC 9) 4x10 = 4x4 = 1x4 II 6-9-6 12 Scale = 1:36.0 3x4 = 6 5x6 = CS1. DEFL, in floc) I/defl L/d PLATES GRIP TC 0.93 Vert(LL) -0.18 7-9 >999 360 MT20 244/190 BC 0.78 Vert(TL) -0.48 7-9 >487 240 WB 0.82 Horz(TL) -0.00 6 n/a n/a (Matrix-M) Weight: 98 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD _ Rigid ceiling directly applied or 5-8-2 oc bracing. WEBS 1 Row at midpt 4-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-2845/1047, 2-11=-2845/1047, 2-3=-2845/1047, 3-4=-2845/1047, 5-6=-312/180 BOT CHORD 8-9=-1073/2917, 7-8=-1073/2917, 6-7=-1073/2917 WEBS 1-9=-1045/2857,2-9=-695/351,4-7=0/274,4-6=-2907/1063 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpl=0.18; C-C Exterior(2) 0-5-4 to 3-5-4, Interior(1) 3-5-4 to 20-0-10; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=469, 6=469. 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 8) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. I N'rVF GCE N S' i *: N 68182 9 T F 44/ 40 FL Cert. 6634 October 22,2014 ®W,V2NIAG •Vantydesiryr paramatars and AFitD A07iSCNTNISAMil1KSrR7ED MITFKRfFEREAGFFAGL MII.74J3 mw IJ29/20[QPffOaEUSF' Design valid for use only with Mlrek connectors. This design Is based ontyupon parameters shown, and Is for an individual building component. �• Applicability of design parametersand proper Incorporation of component is responsibility of building designer -not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibllllty of the Welk' fabrication, Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informalion va able from Truss Plata Institute, 781 N. Lee Street, Suite 312, Alexandra. VA 2314. ifSouthemPi�1e�SP�lumberisspecified,the desio valuesare thoseeffective 461101f2013byAtSC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593193 27371R FT09 Flat 1 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Wed Oct 22 11:40:60 2014 Page 1 ID:67UgitGmVgxDOkpUt8gBc8yqeB1-JcEv06RICT nE_QOVBHs?ialYkNl nilx2cChoXyQu3p 6-1-15 12-0.7 18-2-6 6-1-15 5.10-7 6-1-15 3x6 = 2 5x6 = Scale = 1:32.4 3x4 = 10 4 4x8 = 4x4 = 3x4 = 5x5 = r 9-1-3 18-2-6 9.1-3 9.1.3 Plate Offsets (X Y)-- i1:0-3-0 0-0-01 i3.0-3-0 0-3-01 i4•Edge 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.75 Vert(LL) -0.15 5-6 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.46 5-6 >464 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.60 Horz(TL) 0.02 5 TIM n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) Weight: 86 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-8 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 2-8, 3-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1057/0-3-8, 5=1057/0-8-0 Max Uplift 1=-424(LC 4), 5=-424(LC 5) Max Grav 1=1083(LC 9), 5=1083(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-266/814, 2-3=-2423/824, 4-5=-286/167 BOT CHORD 7-8=-867/2247, 6-7=-867/2247, 5-6=-896/2319 WEBS 2-8=-2265/880, 2-6=0/379, 3-6=0/332, 3-5=-2315/902 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-5-4 to 3-5-4, Interior(1) 3-5-4 to 18-0-10; left Lumber DOL=1.60 DOL=1.60 cantilever and right exposed ; plate grip N 2) Provide adequate drainage to prevent water ponding. 3) Plates for 0 degree its `��0 Qv • • • �� �j� checked a plus or minus rotation about center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • ,�� OQ.• •, • • • ,� ' •• G E N S+ ••. �� V F ••, 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,� •• fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=424, * �' N( 68182 ' 5=424. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Gap between inside of top chord bearing and first diagonal or vertical web"shall not exceed 0,500in. Ir T F �U• . �!✓ �, . �c 41,�� „N FL Cert. 6634 October 22,2014 AWARNIM•Vedfydesi9n Faramemn and RFAD W7ESGN7fi(5rAND IIN].O DMEIEKREEER64CEPAUM114423--I/d9120[4MMUSE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilllty of the ek•'T M 1 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlormatlon va able from Truss Plate Institute, 781 N. Lee Sfreei, Su1te 312, Alexandria, VA 2314. lf5authemPine7SP. lumberisspecified, the design values are those effective45 101/2013byAL5C Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593194 27371R FT10 Flat 1 1 Job Reference factional) East Coast Truss, Fort Pierce, FL. 34946 5-5-15 4x6 II 3x4 10 2 7.530 s Jul 112014 MiTek Industries, Inc. Wed Oct 22 11:40:58 2014 Page 1 I D:67UgitGmVgxDOkpUl8gBc8yqeB 1-JCEV061VCTTiE_QOVBHs7ja3pkQlnlOx2cChoXyQu3p 10-8-7 18-2-6 i 5.2.7 5-5.15 Scale = 1:28.9 3x4 = 3x4 = 3 4 3x4 11 -1 94x4 = 8 7 e S �' s 3x4 = 3x4 = 3x4 = 8-1-3 8-1-3 Plate Offsets (X Y)-- I1:0-3-0 0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.10 6-7 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.29 6-7 >654 240 BCLL 0.0 ' Rep Stress incr YES WB 0.43 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 78 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4.0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-10-13 oc bracing. WEBS 1 Row at micipt 2-9, 3-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (lb/size) 1=937/0-3-8, 6=937/0-8-0 Max Uplift 1 =-391 (LC 4), 6=-391(LC 5) Max Grav 1=963(LC 9), 6=963(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-243/725, 2-3=-1907/660, 5-6=-253/156 BOT CHORD B-9=-698/1769, 7-8=-698/1769, 6-7=-721/1825 WEBS 2-9=-1811/718, 2-7=0/312, 3-7=0/274, 3-6=-1849/735 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Extedor(2) 0-5-4 to 3-5-4, Interior(1) 3-5-4 to 16-0-10; cantilever left and right exposed Lumber DOL=1.60 DOL=1.60 ; plate grip 2) drainage `N Provide adequate to prevent water ponding. 3) The solid section of the is required to be over the splice line at joint(s) 8. ��Qv V� Q plate placed 4) Plate(s) at joint(s) 9, 1, 4, 5, 6, 2, 7 and 3 checked for a plus or minus 0 degree rotation about Its center. �� •, • `♦♦ '� ,• G E NS F•••, 5) Plate(s) at joint(s) 8 checked for a plus or minus 5 degree rotation about its center. `♦ •• V 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ; • Nc 68182 ` * •� fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=391, 6=391. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. T F : LU Z 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. i�40 •• � O A ,• \=♦♦♦ FL Cert. 6634� October 22,2014 ®WARNIM•Veri}yde.sip paramzM.aad READ MWGN'ndrSAND IJcf: UDIDMITFKREFEREAOMPAGE MIF7413m.I/29/201daf.T'(WIM Design valid for use only with Mlek connectors. This design Is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the iTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-BP and BCSI Building Component 6904 Parke East Blvd. Safety Inlormation vauuable from Truss Plate Institute, 781 N. Lee Street, Suiie 312, AI xondrio, VA 222314 Tampa, FL 33610-4115 1fSouthernPirre�fiF+tlurnberissgecilied,thedesignvaluesartthosea#aetiveiiS OV2013WAUC Joti b Truss Truss Type Ply houseAddition T6593195 I27371 R FT11 Flat �Qty 1 17 rence (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Wed Oct 22 11:4p:59 2D14 page 1 ID:67UgitGmVgxDOkpUt8gBc8yqeB 1-npoHbSm7znbZr87b3uo5Yx7916rAW9U5GGyEKzyQu3o i 7-1-3 14-2-6 713 71-3 Scale = 1:25.3 1x4 II 3xe = 3x6 = 5x6 = 1 9 2 3 10 4 2x4 II LOADING (psi] TCLL 30.0 TCDL 20.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010ITP12007 CSI. TC 0.91 BC 0.37 WB 0.63 (Matrix-M) DEFL, in Vert(LL) -0.07 Vert(TL) -0.20 Horz(TL) -0.02 (loc) I/defl L/d 6 >999 360 5-6 >812 .240 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 69 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No.2 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) 5=817/0-8-0, 1=81710-3-8 Max Uplift5=-362(LC 5), 1=-362(LC 4) Max Grav 5=844(LC 9). 1=844(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-1732/665, 2-9=-1732/665, 2-3=-1732/665, 3-10=-1732/665, 4-10=-1732/665, 4-5=771/375 WEBS 1-6=-652/1689, 2-6=-797/413, 4-6=-644/1667 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpl=0.18; C-C Exterior(2) 0-5-4 to 3-5-4, Interior(1) 3-5-4 to 14-0-10; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide drainage to adequate prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. �� �� ,31 N V 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 , ��� P.Q•. • • • `� C E fit between the bottom `�� '� ,• •' F•'•. �� chord and any other members. `� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=362, N( 68182 1=362. r * :• 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 4*ss nrnn�e` FL Cert. 6634 October 22,2014 WARNR+G -Verity design parameters and READ AGTES ply "W75 AND IM2UDED MI TEK"WrArXX PAGE MI1-7473 ara 1Jd9/2D14BERM MA Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. �• Applicabllity of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information ggva'uuoble from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexangria, VA 2314. Tampa, FL 33610-4115 lffiauthernPinelSPglumberisspevified' the design values are thbseeffeftive0rs 01J2A13byALS£ Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593196 27371 R FT12 Flat 1 1 Job Reference (Optional) East Coast Truss, Fort Pierce, FL. 34946 15x5 = 7.530 s Jul 112014 MiTek Industries, Inc. Wed Oct 22 11:40:59 2014 Page 1 ID:67UgitGmVgxDOkpUt8gBcByqeB1-npoHbSm7znbZr8?b3uo5Yx7DsBspWBA5GGyEKzyQu3o 6-1-3 12-2-6 , 6-1-3 B-1-3 3x4 = Scale=1:21.7 3x4 = 2x4 II 3x8 = 5 2x4 II 6-1-3 12-2-6 i 6-1-3 6-1-3 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plates Increase 1.25 TC 0.65 TCDL 20.0 Lumber Increase 1.25 BC 0.26 BCLL 0.0 ' Rep Stress Incr YES WB 0.46 BCDL 10.0 Code FBC201OITP12007 (Matrix-M) DEFL, in (too) I/deft L/d PLATES GRIP Vert(LL) -0.04 6 >999 360 MT20 244/190 Vert(TL) -0.11 5-6 >999 240 Horz(TL) -0.01 5 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 5=697/0-10-5, 1=697/0-3-8 Max Uplift5=-334(LC 5). 1=-334(LC 4) Max Grav 5=723(LC 9). 1=723(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-1267/509, 2-8=-1267/509, 2-3=-1267/509, 3-9=-1267/509, 4-9=-1267/509, 4-5=661/344 WEBS 1-6=-508/1257, 2-6=-686/369, 4-6=-502/1237 Weight: 60 lb FT = 0% Structural wood sheathing directly applied or 4-3-14 oc purlins, 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=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat, 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-5-4 to 3-5-4, Interior(1) 3-5-4 to 12-0-10; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 5=334, 1=334. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. I N vF �•, E N *: N 68182 j:C: .. T F ILl N 1j; AIIIIIIl 00 FL Cert. 6634 :1 October 22,2014 ®WARN M-Verifydatign parameters and RFAD WESGNMISAW INCL MEb MITEKRFFEREMXPAGE MI-2423 ma I1291201dBERMWE Design valid for use only with Wek connectors. This design is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Salety Inlorma{{Ion vo able from Jruss Plate Institute, 781 N. Lee Street, Suite 312, Ale ondda, VA 2314. 1i5outhernPine�SP�lumberisspeci#iedrthedezignvaluesarethasa:ei�ectrve06 011291 byALSC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply PGA Clubhouse Addition T8593197 I27371R FT13 Flat 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MTek Industries, Inc. wed act 22 11:41:UU 2u14 rage I ID:67UgilGmVgxDOkpUt8gBcBygeB1-G7Lfpnnik4jQTlandcKK48gRQYBkFibEVwhnsPyQu3n i 4-1-5 i B-2-11 41-5 4.1-5 4x6 11 1 3x4 = 3x4 = 2x4 11 Scale = 1:16.4 3 B-2-5 046 Plate Offsets (X Y)— 11.0-3-0 0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Ltd PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.11 4-5 >801 360 MT20 2441190 TCDL 20.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.28 4-5 >322 240 BCLL 0.0 ` Rep Stress Incr YES WB 0.19 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 41 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x4 SP No.2 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) 1=45810-3-8, 4=458/0-10-9 Max Uplift 1 =-278(LC 4), 4=-278(LC 5) Max Grav 1=482(LC 9), 4=482(LC.9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-5=-134/317 BOT CHORD 4-5=-295/503 WEBS 2-5=-512/334,'24=497/326 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-5-4 to 3-5-4, Interior(1) 3-5-4 to B-0-15; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in. all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=278, 4=278. 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 8) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. FL Cert. 6634 October 22,2014 AWARNIAG Nerif y design yararwMa ardRFAD W 7ES ON TNISAND IM2UDED MINKREFEREICE PAGE Mll-7473 ma II7.917014BEFOR£USE Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. ��• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbillity of the iTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/iPII Quality Criteria, DSO.89 and BCSI Building Component 6904 Parke East Blvd. S fety Information va able from Jruss Plate In tltute, 781 N. Lee 551reeL Suite 312, Alexandria, V,Ag 2314. Tampa, FL 33610-4115 )gSouthem me�SP fumberisspetifle,thedesi„nvatuesaretheseef#ecttiveQS 01j2013byALSC 'Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593198 27371 R FT14 Flat 1 1 Job Reference optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MTek Industries, Inc. Wed Oct 22 11:41:00 2014 Page 1 ID:67UgitGmVgxDOkpUt6gBc8yqeB 1-G?Lfpnnik4jQTlandcKK48gTwYEjFIcEVwhnsPyQu3n 4-2-1 1 5x5 = 5 8 22x4 II 3x4 = 3 Scale=1:14.3 4-2-5 4• 11 4-2-5 0- 6 Plate Offsets (X Y)-- 11:0-1-8 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.01 3-4 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.03 3-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight; 23 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-11 oc purlins, except BOT CHORD 2x4 SP No.2 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) 3=218/0-10-9, 1=218/0-3-8 Max Upl1ft3=-181(LC 5), 1=-181(LC 4) Max Grav3=232(LC 9). 1=232(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpl=0.18; C-C Exterlor(2) 0-5-4 to 3-5-4, Interior(1) 3-5-4 to 4-0-15; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=181, 1=181. 7) Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. I WARNIFF.i-t'erify deskp panmx:ters,cnd HEAD ADMON TNrSAM IAYI MMITFKREFEREAIXPAW M11- M.73 m. 112912014VIF'aREf78E Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability dudng construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component, Safety Information vappable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA zg2314. if Southe rn f*ine�SPF lumber is soetif ied, the dusil n values are these effective 0610112013.bV AILSC FL Cent. 6634 October 22,2014 IMF MiTek' 6904 Parke East Blvd. Tampa, FL 33610.4115 Job Truss Truss Type oily Ply PGA Clubhouse Addition T6593199 27371R FT15 Flat 1 1 Job Re erence o 'o al East Coast Truss, Fort Pierce, FL. 34946 3x4 11 5-8-1 10 3x4 = 2 7.530 5 JUI 112014 MITeK Industries, Inc. wea uet a 11:41:UU ZU14 rage 1 ID:67UqitGmVgxDOkpUt8gBc6ygeB1-G7Lfpnnik4jQTlandcKK48gRgY4eFe3EVwhnsPyQu3n 1-0-11 16-8-12 5.4-9 5-8-1 Scale=1:29.0 3x4 = 3x4 = 3 4 if] 3x4 II 95x5 = 4x4 = 3x4 = 6 5x5 = 8-4-6 8-4-0 0- 6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (too) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.11 7-9 >999 360 MT20 2441190 TCDL 20.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.32 7-9 >612 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 81 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-7-9 oc bracing. WEBS 1 Row at midpt 2-9, 3-6 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9=986/0-6-0, 6=986/0-10-9 Max Uplift9=-403(LC 4), 6=-403(LC 5) Max Grav 9=1012(LC 9), 6=1012(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-262/157, 2-3=-2116/725, 5-6=-262/157 BOT CHORD 8-9=-777/1996, 7-8=-777/1996, 6-7=-777/1996 WEBS 2-9=-2015/790, 2-7=0/314, 3-7=0/314, 3-6=-2015/790 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterier(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 16-7-0; cantilever left and right exposed ; Lumber,DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=403, 6=403. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LWARNI?-YrriTydesipn pnnmrtbrrs sud RFAD 7cO7E'SGN'FrilS AND I[AtZ.UDEDMITF1KREFERE'MYPA5EMl1-7473,eaa ,1/29f20168EFoOl"M Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information 4vapable from Truss Platq In titute, 781 N. Lee Street, Suite 312, Alexandria. VA 2314. ItSvuthet Pinei`SPPlumberissveti#tec, the desi>rt values amthose effective QS01J201391yALSC pU I N Ir rVF �, i *: N 68182 0. T F . <t/ 0 1 � N FL Cert. 6634 October 22,2014 WOW 6904 Parke East Blvd. Tampa, FL 33610.4115 Sob Truss Truss Type Qty Ply PGA Clubhouse Addition T6593200 27371 R FT16 Flat 1 1 Job Reference (optional) East Coast Truss; Fort Pierce, FL. 34946 7.530 s Jul 112014 MTek Industries, Inc. Wed Oct 22 11:41:01 2014 Page 1 ID:67UgitGmVgxDOkpUt8gBcByqeB 1-kBv107nNUOrH5S9zBJrZdM CUCxNv_gNkaRLPryQu3m i 4-9-15 9-L, 13-10-13 18-8-12_ 4-9.15 4-6-7 4-6-7 4-9-15 This truss is NOT symmetric. Proper orientation is essential. 3x4 II 3x10 = 3x4 = 1 12 2 13 3 14 46 3x10 = 4 5 15 Scale = 1:32.5 3x4 11 6x8 = 6x10 M18SHS = 3x6 = 6x8 = 6-4-1 12-4-11 18-8-6 18-8r12 6-4-1 6-0-9 6-3-11 0-6-6 Plate Offsets (X Y)— 19:0-2-4 Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.98 Vert(LL) 0.22 8-10 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC . 0.99 Vert(TL) -0.51 8-10 >433 240 M18SHS 2441190 BCLL 0.0 ' Rep Stress Incr NO WB 0.94 Horz(TL) 0.14 7 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 107 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-4-4 oc purlins, except BOT CHORD 2x4 SP No.1 *Except* end verticals. 7-9: 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied or 3-10-14 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-7 2 Rows at 1/3 pts 2-11 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11=1989/0-6-0, 7=1799/0-10-9 Max Uplift11=-861(LC 4), 7=-771(LC 5) Max Grav 11=2039(LC 9), 7=1844(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-5151/2127, 3-13=-5151/2127, 3-14=-4741/1938, 4-14=-4741/1938, 4-5=-4741/1938, 6-7=-271/151 BOT CHORD 10-11=-1892/4466, 9-10=-2674/6342, 8-9=-2674/6342, 7-8=-1606/3848 WEBS 2-11=-4717/2007, 2-10=-38611091, 3-10=-1402/659, 3-8=-1884/882, 5-8=-540/1423, 5-7=-4041/1694 ,,111111111/��� NOTES- Wind ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; o�,,OQ•aU! C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 18-7-0; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 ,o ' `G E N 3 �� 2) Provide adequate drainage to prevent water ponding. V F•�•• i 3) All plates are MT20 plates unless otherwise indicated. N 68182 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. e 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. '0 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 11=861, s '� T F 7=771. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �4#� •. O .' \�000 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). e LOAD CASE(S) Standard I O N 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 1111111111�� Uniform Loads (pit) Vert: 1-13=-100, 13-14=450(F=-350), 6-14=-100, 7-11=-20 FL Cent. 6634 October 22,2014 AWARNFAG -Verily des ryn pa,amerers and READ tXYfTS ON THMAM ma LID rD MTTEKR£FERL&CE PAGEMff-M;FJ I ca ,1129/20148INW-A)m Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity, of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information qvo able from Truss Pla)e Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. IfSouUlean> kFle4fip lumirecisspetified,thedesignvaluesarethese.effe�tiue0fi 2j2MbyAL%C Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593201 1 27371R FT17 Flat 1 1 ob Reference (ootional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITek Industries, Inc. Wed Oct 22 11:41:01 2014 Page 1 ID:67UqitGmVgxDOkpUtBgBc8ygeB1-kBvl07nNUOrH5S9zBJrZdMCZIxRf ?GNkaRLPryQu3m 5-3.15 10-4-6 15-4-13 20-8-12 _ 5-3.15 5-0.7 5-0.7 5-3.15 4x4 11 12 3x12 = 2 13 This truss is NOT symmetric. Proper orientation is essential. 3x4 = 46 3x10 = 3 4 5 14 Scale=1:35.7 4x4 II 6x10 = 3x4 = 48 M18SHS = 3x6 = 6x8 = 7-0-1 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plates Increase 1.25 TC 0.69 TCDL 20.0 Lumber Increase 1.25 BC 0.75 BCLL 0.0 ' Rep Stress Incr NO WB 0.87 BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x6 SP No.2 'Except* 1-4: 2x6 SP SS BOT CHORD 2x4 SP 285OF 1.8E WEBS 2x4 SP No.3 *Except* 1-11,6-7: 2x6 SP No.2, 2-11,5-7: 2x4 SP No.2 REACTIONS. (lb/size) 11=2145/0-6-0, 7=1816/0-10-9 Max Uplift 11=-924(LC 4), 7=-768(LC 5) Max Grav 11=2198(LC 9), 7=1861(LC 9) DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.27 B-10 >917 360 MT20 244/190 Vert(TL) -0.64 8-10 >381 240 M18SHS 244/190 Horz(TL) 0.17 7 n/a n/a Weight: 119 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-7-12 oc bracing. WEBS 1 Row at midpt 2-11, 5-7 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-5881/2409, 3-13=-5881/2409, 3-4=-5143/2066, 4-5=-5143/2066, 6-7=-322/177 BOT CHORD 10-11=-2222/5268, 9-10=-2875/6895, 8-9=-2875/6895, 7-8=-1704/4151 WEBS 2-11=-5447/2308, 2-10=-290/920, 3-10=-1161/549, 3-8=-2006/941, 5-8=-553/1487, 5-7=-4241/1748 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 20-6-0; left right exposed Lumber DOL=1.60 DOL=1.60 f fill, cantilever and ; plate grip %,tjj 1 N �I.- 2) Provide adequate drainage to prevent water ponding. N0 QU V,� 3) All plates are MT20 plates unless otherwise Indicated.' 4) Plates checked for a or minus 0 degree rotation about its center. ,�� OPT,. ........ G E N �• �� plus 5) This truss has been designed for a 10.0 bottom chord live load non concurrent with any other live loads. ,e , •• •' �. 11 psf ,� 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 �• N 68182 fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 11=924, - 7=768. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. -Q ; 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). T F LOAD CASE(S) Standard •• O00 .0 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads �j,, s • • •'\,�� � S O IV Vert: 1 18=-100, 3-13=-450(F=-350), 3-6=-100, 7-11=-20 �,fit IIII FL Cert. 6634 October 22,2014 �WARNIM -Vedfr des4a paranrema and RFU ROTES ON 7NI5AND IN aUDED MITEKREfEREME PAGE NII-2473.. 1129120110EEOREUSE "7 Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. ��• Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslblllity of the M iTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Inlormapr. vo able from Truss Plate Institute, 781 1J. Lee Street. Suite 312, Alexandria, VA 2314. IfSauthempine�SP�lumberisspecified, the design values are tliaseeffective06 01/2013byAL5C Tampa, FL 33610.4115 lab Truss Truss Type Qty Ply clubhouse Addition T6593202 27371 R FT18 Flat 1 1 CA b Reference (optional East Coast Truss, Fort Pierce, FL. 34946 7.b3u s 3m 11 2a14 mil eK mausines, inc. vvea ua zz 1q:1 }:oo eulq rage 1 I D:67UgitGmVgxDOkpUt8gBc8ygeB 1-x5uVPMFoFhzgKKz5CEWTbHeYNBkxQ7RBisc2MeyQr mf 4-8-10 9-1-13 13 6-15 18-0-2 22-8-12 4-8-10 4-5-2 4-5-2 4-5-2 4-8-10 4x4 I I 3x8 M18SHS = 1 14 2 15 13 6x10 = lL 3x6 = This truss is NOT symmetric. Proper orientation is essential. 3x4 = 06 = 3x6 = 3 16 4 5 11 lu 48 M18SHS = 3x4 = 3x6 = 3xl0 = 6 17 Scale = 1:38.0 3x4 II 6x8 = 5-9-15 5-6-7 5-6-7 5-9-9 0-6-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ice) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.52 Vert(LL) 0.31 10-12 >851 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.75 10-12 >357 240 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(TL) 0.20 8 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 132 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-5-3 oc purlins, except 1,4: 2x6 SP SS end verticals. BOT CHORD 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied or 4-3-13 oc bracing. WEBS 2x4 SP No.3 'Except' WEBS 1 Row at midpt 2-13, 6-8 1-13,7-8: 2x6 SP No.2, 2-13,6-8: 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide, REACTIONS. (lb/size) 13=2344/0-6-0.8=190310-10-9 Max Uplift 13=-1006(LC 4), 8=-797(LC 5) Max Grav 13=2403(LC 9), 8=1951(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-5893/2422, 3-15=-5893/2422, 3-16=-7381/2996, 4-16=-7381/2996, 4-5=7381/2996, 5-6=-4700/1869, 7-8=-272/151 BOT CHORD 12-13=-2147/5138, 11-12=-3332/7998, 10-11=-3332/7998, 9-10=-269916631, 8-9=-1618/3998 WEBS 2-13=-5401/2262, 2-12=-550/1485, 3-12=-2417/1061, 3-10=-809/441, 5-10=-395/983, 5-9=2217/968, 6-9=-502/1382, 6-8=-4182/1696 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., ��� 40 IN V� GCpi=0.18; C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 22-6-0; cantilever left and right exposed ; Lumber DOL=1.60 plate ,�� OP grip DOL=1.60 �. , .•'�C E Ng'• •� �' F•�'. 2) Provide adequate drainage to prevent water ponding. �� i 3) All plates are MT20 plates unless otherwise indicated.lo • N 68182 4) The solid section of the plate Is required to be placed over the splice line at joint(s) 4. 6 * ; 5) Plate(s) at joint(s) 13, 1, 7, 8, 11, 2, 12, 3, 10, 5, 9 and 6 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 4 checked for a plus or minus 4 degree rotation about its center. been designed for bottom live load live loads. 7) This truss has a 10.0 psf chord nonconcurrent with any other 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 0 :• T F ic/ will fit between the bottom chord and any other members. „ O 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1006 lb uplift at joint 13 and 797 lb uplift ,r� •• Q Q;•' �_,�� at joint 8. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. j SS • �\ ��� CIO N 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 1�` �tIII LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 0 Uniform Loads (plf) FL Cert. 6634 Vert: 1-15=-100, 15-16=-450(F=-350), 7-16=-100, 8-13=-20 October 22,2014 ®W IRNIN.'i •Yeii£r des}r}n yarameGtn ,onA READ WES ON Mrs AND IIWI.UDFD MITFKRFFFRFNCE FY7ei' MII-Mf3 rs! a I/29/20148FTaREM Design valid for use only with MiTek connectors. This design 6 based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslbillity of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information Iva' able from truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. 1t Southern fxilte tSP� lumber is Sp eci#iedr the design values are those effective (16,j 0112013 by € tSC Tampa, FL 33610-4115 ,job ! Truss Truss Type Qty Ply PGA Clubhouse Addition T6593203 27371R FT19 Flat 1 1 Job Refere ce (optional East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industnes, Inc. Wed Oct 22 14:18:40 2u14 rage 1 I D:67UgitGmVgxDOkpUt8gBc8ygeB 1-eZZ8ePnOuCWac5KZnUJnNZT3lwkUk7VfgjGNu5yQdz 5-0-8 9-9-8 14-6-9 19-3-9 ,_ 24.4-1 5-0-8 4-9-0 4-9-0 4-9-0 5-0-9 3x4 II 3x8 M18SHS = 1 15 2 16 This truss is NOT symmetric. Proper orientation is essential. 3x4 = 4x6 3x4 = 3 4 5 3x10 =4 6 7 17 18 Scale = 1:42.1 4x4 II 14 13 12 11 10 19 9 6x8 M18SHS = 3x8 M18SHS = 3x6 = 5xB M18SHS = 3x6 = 6x8 = i 6-2-12 12-2-1 18-1-5 i _ 24-3-11 24-4-1 6.2-12 5-11-4 5-11 4 6-2-7 0-0-6 Plate Offsets (X Y)-- f8•Edoe 0-3-81 i11:0-3-12 0-3-01 LOADING (psil) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.62 Vert(LL) 0.37 11-12 >787 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.95 Vert(TL) -0.91 11-12 >316 240 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(TL) 0.23 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 138 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 'Except* TOP CHORD Structural wood sheathing directly applied or 2-5-12 oc purlins, 1-4: 2x6 SP SS except end verticals. BOT CHORD 2x4 SP 285OF 1.8E *Except* BOT CHORD Rigid ceiling directly applied or 4-2-10 oc bracing. 13-14: 2x4 SP No.1 WEBS 1 Row at midpt 2-14, 6-9 WEBS 2x4 SP No.3 'Except' MiTek recommends that Stabilizers and required cross bracing 2-14,6-9: 2x4 SP No.2 be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 14=2306/Mechanical, 9=2113/0-10-9 Max Uplift 14=-977(LC 4), 9=-885(LC 5) Max Grav 14=2364(LC 9), 9=2166(LC 9) FORGES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown, TOP CHORD 2-16=-6150/2483, 3-16=-6150/2483, 3-4=-7402/2935, 4-5=-7402/2935, 5-6=-5133/2013, 8-9=-347/186 BOT CHORD 13-14=-2260/5481, 12-13=-2260/5481, 11-12=-3245/7945, 10-11=-2714/6809, 10-19=-1789/4462,9-19=-1789/4462 WEBS 2-14=-5763/2385, 2-12=-424/1249, 3-12=2029/877, 3-11=-674/385, 5-11=-295/779, 5-10=-1894/808, 6-10=-428/1253, 6-9=-4615/1853 NOTES- QU I N Vt�I� 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., `�� OQ• ... ♦j♦ •� ••.• GCpl=0.18: C-C Exterior(2) 0-1-12 to 3-1-12, Interior(l) 3-1-12 to 24-2-5; cantilever left and right exposed ; Lumber DOL=1.60 plate DOL=1.60 `� , •.• G E N g �� F grip �� 2) Provide adequate drainage to prevent water ponding. : • N 6 818 2 •• 3) All plates are MT20 plates unless otherwise indicated. ` * 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide '0 5 will fit between the bottom chord and any other members. T O F UJ Z. 7) Refer to girder(s) for truss to truss connections. 110 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 977 lb uplift at Joint 14 and 885 lb uplift at ♦j♦ '.'C Q Q;•'=e�� joint 9. • ♦♦I 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) SS �\ �, ��� N A� all be at or other connection device(s) h7l ded sufficient to ohord port cThe 154 lb down arid 71 lde vice(s) 2 on i `t%%*� design/selectioncentrated 0-Oran top chord, and 154 lb down and b upat22-0- on bottom of such connection is t the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). FL Cert. 6634 LOAD CASE(S) Standard October 22,2014 WARNA V;nydW.2n pammeWrs and READ NOW GN 1MS AND INCLUDED NITEKREEEREhCE PAGE Nr1.7473 ma 1/49/2011aUMUSE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra, VA 2314 I15authemfrne�1/�913byAL5C 5P lumberisspecified,tltedesignvaluesarethoseeffective06IQ Tampa, FL 336104715 Job I Truss Truss Type - Qty Ply PGA Clubhouse Addition T6593203 27371 R FT19 Flat 1 1 job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-16=-100, 3-16=-425(F=-325), 3-8=-100, 9-14=-20 Concentrated Loads (lb) Vert:18=-150(F) 19=-150(F) Lodi) s Ill l ZU14 MI I OK mausines, mC. YVea ucl zC i4: 6.40 20 iy reya z ID:67UgitGmVgxDOkpUt8gBc8ygeB 1-eZZ8ePn0uCWac5KZnUJnNZT3lwkUk7VfgjGNu5yQriz AWMNIM.a-Yerftr design Parameters aad T161D lA7ES GN7riISAND ItX1UDED MITEXRFFERENCF PAGE MII-1423 ma II291201d DEEommE Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an individual building component. �- Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslblllity of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vagqoble from Truss Plate Institute, 781 N. Lee Street, Sulte 312, Alexandria, VA 2314 ItSauthe�nP7ne�5Pjlumber isspecitied, the deMmvalues are thasee#fective0b 01A013byAtSC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593204 27371R FT20 FLAT 4 �f 2 Job Reference(optionall East Coast Truss, Fort Pierce, FL. 34946 1 ,0 3u s Jul 11 zu14 mu eK mausmes, Inc. vvuu Oct cc 1 1:41:w 2014 rage I D:67UgitGmVgxDOkpUt8gBc8ygeB1-gal oRppdO?5?Km IM Iktl inHsul9ySuTgBuwRTkyQu3k 4-10-15 9-6-6 14: 13 1L9-4 23-4-11 28-0-2 32-11.1 4-10-15 4-7-7 4-7-7 4-7.7 4.7-7 4-7-7 4-10-15 This truss is NOT symmetric. Proper orientation is essential. 2x4 II 3x8 = 3x6 = 3x4 = 3x4 = 3x4 = s Scale = 1:57.5 3x4 = 3x6 = 3x8 = 2x4 in 19 18 17 16 15 14 13 Bx6 3x6 7x6 = 3x4 3x4 3x4 = 4x8 M18SHS = 5-&3 11-0-14 16-5-8 21-10-3 , 27-21, 5-4-11 5-4-11 5-411 5-4-l' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d TCLL 30.0 Plates Increase 1.25 TC 0.84 Vert(LL) 0.54 15 >726 360 TCDL 20.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -1.31 15 >300 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.95 Horz(TL) 0.18 11 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP 2850F 1.6E `Except* TOP CHORD 8-10: 2x4 SP No.2 BOT CHORD 2x6 SP SS BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 19=2871/Mechanical, 11=2919/0-5-4 Max Uplift19=1194(LC 4), l l=-1217(LC 5) Max Grav 19=2943(LC 9). 11=2992(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7536/3004, 3-4=-13035/5246, 4-21=-13035/5246, 5-21=-13035/5246, 5-22=-15535/6299,6-22=-15535/6299,6-23=-13263/5351,7.23=-13263/5351, 7-8=-7664/3064, 8-9=-7664/3064 BOT CHORD 18-19=-2692/6691, 17-18=-4705/11669, 16-17=-4705/11669, 15-16=-6363/15559, 14-15=-6306/15434, 13-14=-6306/15434, 12-13=-4831/11942, 11-12=-2741/6797 WEBS 2-19=-7031/2824,2-18=-830/2223,3-18=-4598/1907,3-16=-856/2151,5-16=-2955/1315, 6-13=-2542/1124, 7-13=-823/2081, 7-12=-4759/1980, 9-12=-859/2283, 9-11=-7142/2874 12 11 6x6 = 3x6 = PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 374 lb FT = 0% Structural wood sheathing directly applied or 3-1-4 oc purlins, except end verticals. Rigid calling directly applied or 7-2-15 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-5-4, Interior(1) 3-5.4 to 32-9-5; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) The solid section of the plate is required to be placed over the splice line at joint(s) 4, 17, 14. 7) Plate(s) at joint(s) 19, 1, 10, 11, 2, 18, 3, 16, 5, 15, 6, 13, 7, 12, 9 and 8 checked for a plus or minus 0 degree rotation about its center. 8) Plate(s) at joint(s) 4 checked for a plus or minus 5 degree rotation about its center. 9) Plate(s) at joint(s) 17 checked for a plus or minus 2 degree rotation about its center. 10) Plate(s) at joint(s) 14 checked for a plus or minus 4 degree rotation about its center. 11) This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads. 12) ' 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. 13) Refer to girder(s) for truss to truss connections. 14) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 19=1194,11=1217. 15) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARMIM-Vanfydesign paramer . and READ NO TES ON RRS AM IN3.[IDED MTTEKREEE.RENZZ FAGE.MrT-7473 rea I1Z9/201dsmomUSE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSI Building Component Safety IntormotIon vapable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. IlSvutitetnPf[Te�SP}tumtterisspashied,lhecfesgnvalues are those efiectiveQfi 112013byAISC FL Cert-. 6634 October 22,2014 M!Tek• 6904 Parke East Blvd. Tampa, FL 33610-4115 JOb Truss Truss Type Qty Ply house Addition T6593204 7lhpfrence 27371R FT20 FLAT 4 2 (Optional) East Coast Truss, Fort Pierce, FL. 34946 r.6su s Jal 11 ZU14 MI I eR mouslnes, Iij, vvcu - ac i i-- 4V w r.y. 4 I D:67UgitGmVgxDOkpUt8gBc8ygeB 1-gal oRppd0757Km IM Ikt1 inHsul9ySuTgBuwRTkyQu3k NOTES- 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 154 lb down and 71 lb up at 22-0-0 on top chord, and 154 lb down and 71 lb up at 22-0-0 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 (plf) Vert: 1-21=-100, 21-22=-450(F=-350), 10-22=-100, 11-19=-20 Concentrated Loads (Ib) Vert: 13=-150(F) 23=-150(F) ,&WARAtma-t'edrrdcsdga panuauW-and READ MUsaN'nirSANA maubEO mrTrKRFFF-RF-M..F PATE mzr-MY:3,-w9ool amoRF115F Design valid for use only with Welt connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the iw iTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlorma Ion 4v gable from Truss Plate In fitute, 781 N. Lee Street, Suite 312, AI xandria, Vqq 2314 Tampa, FL 33610-4115 1fSssuthette irle 5&)lumberisspetiti thedeM."vdlUesarethoseefettive46 1/1013byAM Truss Truss Type Qfy Ply house Addition T6593205 �ilob 27371R FT21 FLAT 1 n =ObRefe[eace L (optional) East Coast Truss, Fort Pierce, FL. 34946 LSJu s Jul 11 20i4 Mi ex industries, Inc. Wed Cc! cc 1 �:41:03 2014 rage , ID:67UgitGmVgxDOkpUtBgBc8yqeB 1-ga 1 oRppdO?5?Km IM Iktl inHtFlBsSwPgBuwRTkyQu3k 5.8-15 11-2-7 16.7-14 } 22-1.5 , _ 27-6-13 33-3-12 5-8-15 5-5.7 5.5-7 5-5-7 5-8 15 This truss is NOT symmetric. Proper orientation is essential. 3x8 = 2x4 I 3x8 = 4x4 = 3x4 = 3x8 = 3x4 = 3x8 = Scale = 1:58.2 18 2 3 4 19 5 20 b 7 u ci - 17 1t 1ti 1b 14 1J 12 i i 6x8 = 3x8 = 48 MlBSHS = 3x4 = 3x4 = 3x6 = 6x8 = 48 M18SHS = 8-10-1 13-4-10 19-11-2 26-5-11 _ _ 33-3-12 1 6-10-1 6-6-9 6-8-9 6-6-9 6-10.1 Plate Offsets (X Y)-- r4.0-2-0 Edoel LOADING (psf) SPACING. 2-0-0 CSI, DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.82 Vert(LL) 0.54 13-14 >739 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -1.33 13-14 >297 240 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.83 Horz(TL) 0.18 10 n/a n/a BCDL 10.0 Code FBC201 OITP12007 (Matrix-M) Weight: 373 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.8E *Except* TOP CHORD Structural wood sheathing directly applied or 3-4-15 oc purlins, except 7-9: 2x4 SP No.2 end verticals. BQT CHORD 2x6 SP SS BOT CHORD Rigid ceiling directly applied or 7-2-14 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 2-17, 8-10 REACTIONS. (lb/size) 17=2804/0-6-0, 10=2733/0-5-4 Max Uplift 17=-1160(LC 4). 10=-1127(LC 5) Max Grav 17=2874(LC 9). 10=2802(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-299/171, 2-3=8618/3409, 3-4=-14097/5643, 4-19=-14097/5643,.5-19=-14097/5643, 5-20=-13784/5498, 6-20=-13784/5498, 6-7=-8356/3287, 7-8=-8356/3287, 9-10=-280/163 BOT CHORD 16-17=-2998/7495, 15-16=-5210/12929, 14-15=-5210/12929, 13-14=-6371/15648, 12-13=-4957/12382,11-12=-4957/12382,10-11=-2914/7312 WEBS 2-17=-7699/3074, 2-16=-823/2233, 3-16=-4692/1978, 3-14=-577/1540, 5-10-1787/846, 5-13=-2149/1014, 6-13=-718/1848, 6-11=-4382/1834, 8-11=-751/2077, 8-10=-7519/2989 NOTES- 1) 2-ply truss to be connected together with 1Od (0.13111x311) nails as follows: 1 8t%lkI11111II fi �I�� Top chords connected as follows: 2x4 - row at 0-7-0 oc. `QU+ N V F Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. I� G•E N Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.�P•' 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply %� �.•��,� S�.••:' connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; - v N 68182 • • * a C-C Exterior(2) 0-1-12 to 3-5-12, Interior(1) 3-5-12 to 33-2-0; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. " 6) Plates checked for a plus or minus 0 degree rotation about its center. �' (U �:• T O F40 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will0.000 .• Q' _ ,� �j� \ fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except at=1b) •.•• `% �j� l�sl ' • • • •' • �� �� 17=116 10) SemOrigi id pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 FL Cert. 6634 October 22,2014 AwAR-Ar;- valydl:slaa pa ..Wrsaad READ M77F5GN770YAW INaNDLb HREKRUFAEAU PAGE W14473 — 112912,148FFOUM' � Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an Individual building component. � Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown !• Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the WOWerector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quallty Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Inlormotton 4v_agable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, �� 231� .,., p..� �, _. �,. Tampa, FL 33610.4115 ob Truss Truss Type Qty Ply PGA Clubhouse Addition T6593205 �27371R FT21 FLAT 1 2 Job Reference (oolionall East Coast TrUss, Fort Pierce, FL. 34946 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-19=-100, 19-20=-450(F=-350), 9-20=-100, 10-17=-2p r "" S aui , l N m — on inuumuw, a— -- — ce � ,.�,.�e w,� r oad ID:67UgilGmVgxDOkpUt8gBc8yqeB1-gal oRppdO?5?Km IMlk11 inH1FI8sSwPgBuwRTkyQu3k ®WARNUAl-YedfrdesdrrnyniamersrsaadREADMUSON7147SAMIMZVDEDMITFKRfFrREWXAAGEMII-M73,eaFJt9/N/14811 R M Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the iVli GT ek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information qvo' able from Truss Plate In tituie. 781 N. Lee Street, Suite 312, Alexandria, Vq 2314 Tampa, FL 33610-4115 1fSouthemPine (SSIR lumberisspetiiier�,thedesr�vaLuesarethaseetfes[iveQ9101/1013by74tSG 'Job Truss Truss Type Ply PGA Clubhouse AdditionT6593206 [Qty 27371R FT21A FLAT 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 l.wu s dui i i zui4 MITeK mausmes, inc. Wed va 22 1 i A rev cu w Faye I D:67UgitGmVgxDOkpUt8gBcByqeB 1-BmbAe9gGnJDsyvtYsROGF_g6w9RPBMTgQYf70AyQu3j 3-6-12 6.10.1 10.1-5 13-4.10 16-7-14 19-11-2 23-2-7 26-5-11 29-3-12 &8-12 3-3-4 3.3.4 3.3-4 3-3.4 3-3-4 3-3-4 3.3.4 3.3.49-0 33-3.6.12 This truss is NOT symmetric. Scale=1:62.8 Proper orientation is essential. 5x6 = 4x10 = 2x4 II 3x8 = 3x6 = 6x6 = 3x4 = 3x4 = 3x4 = 3x6 = 3x8 = 2x4 I I 4x8 = 1 2 3 4 5 6 26 7 27 8 28 9 10 11 12 13 25 24 23 2229 21 30 20 31 19 18 17 16 -ia iv 3x10M18SHS 16x10M18SHS= 6x8 M18SHS = 3x4 3x4 3 6x10M18SHS=3x10M18SHS I = = x4 = 3x8 = 3x6 = 3x4 = 6x10 M18SHS = 3-6-12 7.6.12 11-2.7 14-10.1 18-5-11 22-1-5 25-9-0 22 9-0 33-3-12 - 3-6-12 4-0.0 3.7-10 - 3-7-10 17-10 3.7-10 3-7-10 4-0.0 3-6-12 Plate Offsets (X Y)— 15:0-3-0 Edgel LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TOLL 30.0 Plates Increase 1.25 TO 0.57 Vert(LL) -0.73 19-20 >542 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 Be 0.88 Vert(TL) -1.65 19-20 >241 240 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.84 Horz(TL) 0.25 14 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Weight: 222 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP DSS *Except* TOP CHORD Structural wood sheathing directly applied or 2-1-10 oc purlins, except 10-13: 2x6 SP SS end verticals. BOT CHORD 2x6 SP DSS BOT CHORD Rigid calling directly applied or 3-8-0 oc bracing. WEBS 2x4 SP No.3 *Except* MiTek recommends that Stabilizers and required cross bracing 1-24,3-24,11-15,13-15: 2x4 SP No.1 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 25=2441/0-6-0, 14=2391/0-5-4 Max Uplift25=-1094(LC 4), 14=-1069(LC 5) Max Grav 25=2508(LC 9), 14=2457(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-25=-2419/1070, 1-2=-4318/1860, 2-3=-4318/1860, 3-4=-8453/3625, 4-5=-11160/4802, 5-6=-11160/4802, 6-26=-12469/5364, 7-26=-12469/5364, 7-27=-12404/5332, 8-27=-12404/5332, 8-28=-10979/4711, 9-28=-10979/4711, 9-10=-8240/3518, 10-11=-8240/3518, 11-12=-4224/1813, 12-13=-4224/1813, 13-14=-2370/1045 BOT CHORD 23-24=-3357/7812, 22-23=-4548/10547, 22-29=-4548/10547, 21-29=-4548/10547, 21-30=-5250/12171, 20-30=-5250/12171, 20-31=-5460/12668, 19-31=-5460/12668, 18-19=-5194/12058,17-18=-5194/12058,16-17=-4443/10339,15-16=-3259/7617 WEBS 1-24=-2050/4764, 2-24=-335/192, 3-24=-3983/1720, 3-23=-715/1703, 4-23=-2562/1135, ,`�r,l 1 1230, 2567/1138,111-16 692/1657, 1-15 N :•�`,, 11 5—3868411666 12 1-336/193, 13-115$/ 1998/4 60 ♦o,,OPQ.C.J'E S N NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; N 68182 , * �' •. C-C Exterior(2) 0-1-12 to 3-6-12, Interior(1) 3-6-12 to 33-2-0; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. - 3) All plates are MT20 plates unless otherwise indicated, 4) Plates checked for a plus or minus 0 degree rotation about its center. T 6F .• " 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i 0 ••Al 6) ' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will .0 •. Q .' _ ♦♦ �I N fit between the bottom chord and any other members. 7) Provide truss to bearing 100 lb uplift at joint(s) except Qt=lb) •�� mechanical connection (by others) of plate capable of withstanding le; / , 25=1094,14=1069. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. / /It I llill, 111%0 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 154 lb down and 78 lb up at 22-0-0. 154 lb down and 78 lb up at 9-11-0, and 154 lb down and 78 lb up at 13-11-0, and 154 lb down and 78 lb up at 17-11-0 on top chord, and 154 lb down and 78 lb up at 22-0-0. 154 lb down and 78 lb up at 9-11-0, and 154 lb down and 78 lb up at 13-11-0, and 154 lb FL Cert. 6634 down and 78 lb up at 17-11-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). October 22,2014 ® WARMAG-V.dfyde,4. Pammen.,nad RE4D AVTUrNIVIS AND IMUDEDMITEKRUERE,4CERAGEM11-7473ma.t/d.4f20iQ&F.FY7N7:'tASF.' Design valid for use only with Mlrek connectors. This design Is based only upon parameters shown, and Is for an individual building component. �• Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information I5�va' able from Truss Plate In titute, 781 N. Lee Street. Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 if uthernE�lrteiSR:lumbarisspetrlie ,tileafesianvalua=saretha eifect1vt46 Tf2U13byAESC Truss Truss Type Qty Ply PGA Clubhouse Addition T6593206 �ob 7371R FT21A FLAT 5 1 Jo Re erence o do 11 East Coast Truss, Fort Pierce, FL. 34945 r.oau s Jul t t zu 14 mi i arc muusmes, Inc. vvau vur zc 1 1.41— cu w rays < ID:67UgitGmVgxDOkpUt8gBc8yqeB 1-BmbAe9gGnJDsyvtYsROGF_g6w9RPBMTgQYf70AyQu3j LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-13=-100, 14-25=-10 Concentrated Loads (lb) Vert: 4=-150(F) 17=-150(F) 26=-150(F) 27=-150(F) 28=-150(F) 29=-150(F) 30=-150(F) 31=-150(F) YIAC>-VcrBy dc.s4,W a reGers and READ A07FSGN7NrSAN0 1AUAMED M17FKREFER ,X.FA4GCM11-7473— 1/2.9/20141BU a UM. valid for use only with MfTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �• ibllity of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown feral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the WOW Additional permanent bracing of the overall structure is theresponsibility of the building designer. For general guidance regarding �V� R ition, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. nformafion gv_ogable from jruss. Plate Institute, 781. N. Lee Street, Suite 312, Alexandria, VA 2231�y^• �„ Tampa, FL 33610.4115 Job Truss Truss Type city Ply PGA Clubhouse Addition T6593207 27371R FT22 Flat 4 1 Job Refers c o io al East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Wed Oct 22 11:41:05 2014 Page 1 ID:67UgitGmVgxDOkpUt8gBc8ygeB1cy9YsVquYdLIZ3SkQ9vVnCNErZpgwnCzfC PYYdyQu3i 5-0.2 9.8.11 145.5 19-1-15 23-10.9 28.7-2 33-7-4 5-12 4.8-10 4.6-10 121110 4.8.10 4-e•10 5.0.2. 3x4 11 This truss is NOT symmetric. Proper orientation is essential. 3x8 M18SHS = 3x6 = 4x6 = 3x4 = 3x4 = 5x8 = 3x12 = Scale = 1:80.4 3x4 II 18 22 17 16 15 14 13 12 11 10 Gx8 M18SHS = 3x6 = 5x8 M18SHS = 3x4 = 3x4 = 3x8 = 6x10 = 3x4 = 5x8 M18SHS = 5-9-9 11.3-9 16-9-10 22-3-11 27-9.11 , 11-7 , 5-9.9 5-61 5-6-1 5-6-1 5-6.1 5-9-9 Plate Offsets (X,Y)— 14:0-3-O.Edgel. 17:0-2-12.0-3-01, 110:Edge,0-4-01 118:Edae,0-4-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.75 Vert(LL) -0.66 14 >602 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -1.66 14 >241 240 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 1.00 Horz(TL) 0.23 10 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 190 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.8E *Except* TOP CHORD Structural wood sheathing directly applied or 2-1-8 oc puriins, except 7-9: 2x4 SP No.2 end verticals. BOT CHORD 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 4-7-15 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 2-18, 7-11, 8-10 2-18,8-10: 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 18=2260/0-8-0, 10=2038/0-5-4 Max Uplift 18=-901(LC 4), 10=-796(LC 5) Max Grav 18=2316(LC 9), 10=2089(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-256/149, 2-3=-5659/2116, 3.4=-8416/3077, 4-5=-8416/3077, 5.6=-9270/3365, 6-7=-8188/2971,7-8=-5147/1880 BOT CHORD 18-22=-1952/5127, 17-22=-1952/5127, 16-17=-2937/7910, 15-16=-2937/7910, 14-15=-3413/9254, 13-14=-3371/9162, 12-13=-3371/9162, 11-12=-2778/7551, 10-11=-1722/4629 WEBS 2-18=-5346/2027, 2-17=-433/1374, 3-17=-2494/926, 3-15=-222/788, 5-15=-976/398, 6-12=-1134/472, 7-12=7292/950, 7-11=-2680/1016, 8-11=417/1339, 8-10=-4832/1789 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust)' Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-6-1, Interior(1) 3.6-1 to 33-5-8; cantilever left and right exposed.; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise Indicated. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 18=901 10=796. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 154 lb down and 71 lb up at 4-6-0 on top chord, and 154 lb down and 71 lb up at 4-6-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard ♦♦���,`QJ 1 N .♦ OP, ��` i N 68182 T F o . �.0 �4 1i ,4 1 i till N 11 "I� FL Cert. 6634 October 22,2014 Continued on page 2 ®WArtNJNCi Vndtydcs�n panmemn and i?FAD tATES GN 7lirSrWD IAr11fDED NITEKREFEREhCE FiiGE NfJ•7473 ma I/d9/20IJD1F0frL//5E Design valid for use only with MiTek connectors. This design is based any upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Tek• Is for lateral support of Individual web members only, Additional temporary bracing to Insure stability during construction is the responsibillity, of the WOW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312Alexandria, Vq 2314 Tampa, FL 33610.4115 if5outhernPirte�3P Iumllerisspecilied, the doMgnvalues aretli&>ieffettiveQ6 Q3/1013toyAL,C Job Truss Truss Type city Ply PGA Clubhouse Addition T6593207 I 27371R FT22 Flat 4 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34945 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-9=-100, 10-18=-20 Concentrated Loads (lb) Vert: 20=-150(F) 22=-150(F) /,w aJU 5 JUI 11 ZU14 MI I eK Inousines, Inc. Yvea um 22 11:4 i:cu i4 Fdyn c ID:67UgitGmVgxDOkpUtBgBc8yqeB 1-cy9YsVquYdLjZ3SkQ9vVnCNErZpgwnCzfCPYYdyQu31 ® WARMAG -Wdl y design pa—mn and READ Aa7ESGM7MSAMD MauDED M1rEKREFEREMX PAGEMr1.7473 ma 1124/201dDffOUME Design valid for use only with M7ek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responslblliity of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabricailon, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety InlormatIon vappable from Truss Plate Institute, 781 .tJ. Lee Street, Suite 312, Alexandria, VA 2314. ItSauthernPPine�Spplu atrerisspecilied,tine,daMgn values are thaseeffective06 0112013byAL5C Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply PGAhouse Addison T6593208 27371R I FT23 Flat 1 1 (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 11 2014 MI I eK Inaustries, mc. wea uct zz 11:41:u5 zu14 rage t ID:67UgitGmVgxDOkpUtBgBcBygeBlcy9YsVquYdLjZ3SkQ9vVnCNDRZgTwpKzfCPYYdyQu3i 5-7-2 10-10-12 18-2-6 - 21-5-15 26-9.9 32-4-11 _1 -5.7-2 5.3.10 5-3-10 5-3-10 5-$-10 5.7-2 This truss is NOT symmetric. Proper orientation is essential. 3x6 = 3x4 II 3x12 = 46 3x4 = 1 18 2 3 4- 5 6x10 = 4x8 M18SHS = 3x4 = 3x6 = 3x6 = 6 3x4 = 48 M18SHS = Scale = 1:56.5 3x6 — 3x12 = 3x4 = 7 8 19 9 3x6 = 6x10 = 0- 6 6-7-13 13-0-3 19.4-8 25-8-14 32-4-11 0- 6 8-7-7 6-4-5 6 45 6-4-5 6-7-14 Plate Offsets (X Y)— 14:0-3-0 Edoel 19:Edoe 0-1-81 110•Edae 0-4-01 117•Edoe 0-4-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.77 Vert(LL) -0.58 13-14 >663 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -1.46 13-14 >264 240 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.21 10 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 182 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.8E *Except* TOP CHORD Structural' wood sheathing directly applied or 2-1-4 oc purlins, except 7-9: 2x4 SP No.2 end verticals. BOT CHORD 2x6 SP SS BOT CHORD Rigid ceiling directly applied or 4-9-11 cc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 2-17, 3-16, 6-11, 8-10 2-17,8-10: 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 17=1926/0-10-9, 10=1926/0-5-4 Max Uplift 17=-749(LC 4), 10=-749(LC 5) Max Grav 17=1974(LC 9), 10=1974(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-267/156, 2-3=-5372/1937, 3-4=-7956/2851, 4-5=-7956/2851, 5-6=-7959/2853, 6-7=-5368/1936, 7-8=-5368/1936, 9-10=-265/156 BOT CHORD 16-17=-1773/4791, 15-16=-2741/7499, 14-15=-2741/7499, 13-14=-3077/8423, 12-13=-2741/7500, 11-12=-2741/7500, 10-11 =-1 772/4790 WEBS 2-17=-4922/1814, 2-16=-343/1180, 3-16=-2326/894, 3-14=-152/609, 5-14=-543/270, 5-13=-539/268, 6-13=-154/613, 6-1 1=-2331/896, 8-1 1=-342/1176, 8-10=-4920/1811 ,1111111111�1 NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18;P.••,.. C-C Exterior(2) 0-1-12 to 3-4-10, Interior(l) 3-4-10 to 32-2-15; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 `�� ,O �E N S 2) Provide adequate drainage to prevent water ponding. �� F••'. 3) All plates are MT20 plates unless otherwise indicated. N 68182 4) The solid section of the plate is required to be placed over the splice line at joint(s) 15, 12. 5) Plate(s) at joint(s) 17, 1, 4, 9, 10, 2, 16, 3, 14, 5, 13, 6, 11, 8 and 7 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 15 and 12 checked for a plus or minus 4 degree rotation about its center. — 7) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. Q ; LZ Z 8) • This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will -�j .• T 0 F 44/ fit between the bottom chord and any other members. Q • 44/ 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 17=7491 1 o=7as, G 10) "Semi -rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. P�11111111�� FL Cert. 6634 October 22,2014 A WARNIM3 �Verti'r de.srra lwiam.W. —WAD M WSW ROSAND lHaUD1:D MITrKREFF-REMM AME MN- 7413 ,e n I1291201dRITOREME Design valid for use only with Walk connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown ■■��YY is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-B9 and BCSI Building Component 6904 Parke East Blvd. Safety Information qvggpable from Truss Plajq Institute, 781 N. Lee Street, Suite 312, Alexandria, VA p2314. !# utheTnfriTle 5}•ttumiTerisspetl#led, the design values are thoseeffectRWQfii01/2013byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593209 27371R FT24 Flat 1 1 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 11 2014 MITeK industries, Inc. wed Uct 7111:41:ua 2014 rage i ID:67UgitGmVgxDOkpUl8gBc8yqeB1.49jw3rrWJwTaBD 1 xzsQkKPvQFy7zfEV7ts8643yQu3h 12.2.9 , 12 24-1.11 i 30.4.11 , 6.3.1 5-11.9 5.11-9 5-11-9 6-3-1 3x4 = 3x12 = 1 14 2 0 e5 N1 This truss is NOT symmetric. Proper orientation is essential. 5x8 = 3x4 = 5x12 = 3 4 5 15 '" 12 11 10 9 a 6x10 = 3x8 M18SHS = 3x4 = LOADING (pst) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 20.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2010ITP12007 LUMBER - TOP CHORD 2x4 SP 285OF 1.8E *Except* 5-6: 2x4 SP No.2 BOT CHORD 2x4 SP 285OF 1.8E *Except* 12-13: 2x4 SP No.1 WEBS 2x4 SP No.3 *Except* 2-13,5-7: 2x4 SP No.2 REACTIONS. (lb/size) 13=1806/0-10-9, 7=1806/0-5-4 Max Uplift 13=-702(LC 4), 7=-702(LC 5) Max Grav 13=1851(LC 9), 7=1851(LC 9) 3x4 = 4x8 M18SHS = 3x4 = Scale=1:53.0 3x4 = 6x10 = CSI. DEFL, in (loc) Ildefl L/d PLATES GRIP TC 0.64 Vert(LL) -0.55 10 >657 360 MT20 244/190 BC 0.81 Vert(TL) -1.38 8-10 >262 240 M18SHS 2441190 WB 1.00 Horz(TL) 0.28 7 n/a - n/a (Matrix-M) Weight: 145 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-5-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-9-5 oc bracing. WEBS 1 Row at midpt l 2-13 2 Rows at 1/3 pts 5-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-300/172, 2-3=-5354/1913, 3-4=-7008/2494, 4-5=-5373/1924, 6.7=-303/174 BOT CHORD 12-13=-1744/4713, 11-12=-1744/4713, 10-11=-2520/6870, 9-10=-2533/6909, 8-9=2533/6909, 7-8=-1779/4809 WEBS 2-13=-4812/1782, 2-11=-287/1058, 3-11=-1669/683, 3-10=0/281, 4-10=0/256, 4-8=-1677/682,5-8=263/991,5-7=-4898/1810 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-2-4, Interlor(1) 3-2-4 to 30-2-15; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 13=702, 7=702. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,i/11111111'rill, QVIN 6P` i ` * : N 68182 '�• T F :4/Z iililt 1I't FL Cert. 6634 . -:] October 22,2014 ®WARNIP.G .Verify design pammmen and RFAD 11.07E8 GN'ni7SAND IMIUDED MITEXREFERENCE PAGE 1014473 ma I122120I4WOMWE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an individual building component. �• Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information val able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. tf5outhempine{SP�lumberisspecdied,thedesignvaluesarethaseeffective06 01/2013byAiSC Tampa, FL 33610-4115 Job Truss ype Qty Ply house Addition Flr.Us T6593210 Ttnrel]ce 1R FT25 1 (notional) East Coast Truss, Fort Pierce, FL. 34946 7.b3U s JUI 11 2U14 MI I eK mausrnes, Inc. wea ucr z2 11:4 i:vo 2014 ruyu I ID:67UgitGmVgxDOkpUt8gBcByqeB 1-49jw3rrWJwTaB D1 xzsQkKPv00y5QfEX7ts8643yQu3h 7-2-15 14-2-6 21-1-12 i_ 28.4-11 7-2-15 8.11.7 8-11-7 7-2-15 This truss is NOT symmetric. Proper orientation is essential. Scale = 1:49.3 4x4 II 3x10 = 3x6 = 3x4 = 3x10 = 4x6 = 4x6 = 13 12 11 10 9 5 6x10 = US M18SHS = 3x4 = 08 M18SHS = 3x4 = 6x10 = 0- 6 9-6-12-18.10.0 28.4.11 0- 6 9-6-6 9-3-4 9-6-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL ' 30.0 Plates Increase 1.25 TC 0.78 Vert(LL) -0.49 9-11 >691 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -1.26 9-11 >268 240 M18SHS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(TL) 0.24 8 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 134 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.8E *Except* TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins, 6-7: 2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP 285OF 1.8E *Except* BOT CHORD Rigid ceiling directly applied or 4-7-10 cc bracing. 12-13: 2x4 SP No.1 WEBS 2 Rows at 1/3 pts 2-13, 5-8 WEBS 2x4 SP No.3 `Except' MiTek recommends that Stabilizers and required cross bracing 2-13,5-8: 2x4 SP No.2 be Installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 13=1686/0-10-9, 8=1686/0-5-4 Max Uplift13=-658(LC 4), 8=-658(LC 5) Max Grav 13=1728(LC 9), 8=1728(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-339/193, 2-3=-5485/1933, 3-4=-5485/1933, 4-5=-5492/1938, 7-8=-336/191 BOT CHORD 12-13=-1814/4853, 11-12=-1814/4853, 10-11=-2323/6308, 9-10=-2323/6308, 8-9=-1821 /4865 WEBS 2-13=-4863/1825, 2-11=-164/827, 4-11=-894/436, 4-9=-887/432, 5-9=162/821, 5-8=-4874/1830 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 28-2-15; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 3. 5) Plate(s) at joint(s) 13, 1, 7, 8, 12, 2, 11, 4, 9, 5, 6 and 10 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 3 checked for a plus or minus 5 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 13=658, 8=658. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. •�WARN1M3-Ve.dfy Re..,;gnjtlldu—M.and RFAD MI TES GN 7fiTSAM 11W1UDED MITFKRFFFRFhCF PAGEN11-7473 re a .1/29/201d a1F010 M Design valid for use only with Mfrek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillify of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component ,Illllllf//II i N 68182 cc Z 40 •.sue 1 P N�� ��,',',,• sir N FL Cert. 6634 :j October 22,2014 —p. WOW 6904 Parke East Blvd. Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593211 27371R FT26 Flat 1 1 ob Reference (oolionall East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 11 21314 MI1 eK Inaustnes, Inc. wea act 22 i i:4i:0r 204 rage t I D:67UgitGmVgxDOkpUt8gBcByqeB 1-YLHJHBs84EcQpNc7XayztdSaQMR00hyG6WufcVyQu3g 8-8-15 13-2-6 19-7-12 26-4-11 i 6-8-15 6.5.7 6-5-7 6-8-15 This truss is NOT symmetric. Proper orientation is essential. 3x4 = 3x8 = 3x4 = 3x4 = 3x8 = 4x4 = Scale = 1:45.9 3x4 = 13 12 11 10 9 8 6x8 = 5x6 WB = 3x4 = 3x8 M16SHS = 3x4 = 6x8 = 0• 6 8.10.12 17-6-0 26-4.11 0- -6 8-10-6 8-7-4 8-10-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.74 Vert(LL) -0.40 9-11 >791 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.95 Vert(TL) -1.02 9-11 >306 240 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.21 8 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 126 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 6-7: 2x4 SP No.2 end verticals. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 2-13, 5-8 2-13,5-8: 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 13=1566/0-10-9, 8=1566/0-5-4 Max Upliftl3=-613(LC 4), 8=-613(LC 5) Max Grav 13=1605(LC 9), 8=1605(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-315/180, 2-3=-4735/1673, 3-4=-4735/1673, 4-5=-4738/1674, 7-8=-313/180 BOT CHORD 12-13=-1571/4192, 11-12=-1571/4192, 10-11=-2006/5443, 9-10=-2006/5443, 8-9=-1573/4196 WEBS 2-13=-4224/1588, 2-11 =-1 46/735, 4-11 =-778/380, 4-9=-775/379, 5-9=-145/733, 5-8=4229/1590 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 26-2-15; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 12. 5) Plate(s) at joint(s) 13, 1, 3, 7, 8, 2, 11, 4, 9, 5, 6 and 10 checked fora plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 12 checked for a plus or minus 3 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 13=613, 8=613. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 October 22,2014 AWARN114 • Vedfr design pararteoers and READ A07ES ON7HISAND MaUDED MITEKR£FERE,ACr PAGE Mrr-7473 rea IfZ9J20Ld14FOREUSE Design valid for use only with MfTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity of the iVyiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va' able from jruss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 2314. tf Sauthern Ptne7SPI lumber is specified, the denim values are these effective 06A01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593212 27371 R FT27 Flat 1 1 Job efe a ce o tional East Coast Truss, Fort Pierce, FL. 34946 7,530 s Jul 112014 MiTek Industries, Inc. Wed Oct 2211:41:07 2014 Page 1 I D:67UgitGmVgxDOkpUtBgBcByqeB 1-YLHJHBs84EcQpNc7XayztdSZtMQkOiQG6WufcVyQu3g r 6.2-15 12-2-8 18-1-12 i 24.4.11 6.2.15 5.11-7 5-11-7 6-2.15 This truss is NOT symmetric. Proper orientation is essential. 3x4 = 3x8 = 5x8 = 1 13 2 3 3x8 = 3x4 = 4 5 14 Scale = 1:42.4 3x4 = 12 11 10 9 8 7 6x8 = 5x5 WB = 3x4 = 3x8 M18SHS = 3x4 = 6x8 = LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 20.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC20101rP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 'Except' 11-12: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 12=1446/0-10-9, 7=1446/0-5-4 Max Uplift 12=-569(LC 4), 7=-569(LC 5) Max Grav 12=1482(LC 9), 7=1482(LC 9) CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TC 0.78 Vert(LL) -0.31 8-10 >937 360 MT20 244/190 BC 0.96 Vert(TL) -0.80 8-10 >364 240 M18SHS 244/190 WB 0.96 Horz(TL) 0.17 7 n/a n/a (Matrix-M) Weight: 117 lb FT =.0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 2-12, 4-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation -guide. FORCES. (lb) -Max. Comp./Max, Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-294/170, 2-3=-4043/1431, 3-4=-4034/1428, 6-7=-288/167 BOT CHORD 11-12=-1340/3568, 10-1 1=-1340/3568,9-10=-1713/4642, 8-9=-1713/4642, 7-8=-1348/3584 WEBS 2-12=-3617/1361, 2-10=-138/668, 3-10=-674/330, 3-8=-671/329, 4-8=121/633, 4-7=-3637/1371 a NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Extertor(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 24-2-15; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other membeis. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 12=569, 7=569. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ®WfARMM..+ Nedlydc.sfgn p..m Wrsaad RFADA0IU GPT71419 AND M2.00METEKREFEREME RAGE M114473yea 4/29/20148MMU'.MASE Design valid for use only with MITek connectors. This design Is based onlyupon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillityof the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information gva��ppable tom Truss Pla)e In titute, 781 N. Lee Street, Suite 312. Alexandria, VA 2314. ItsouthempinsISPPlumberisspetafie, the design valuesare thast3efiectiv l}5 112013,byALSC FL Cert. 6634 October 22,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type City Ply PGA Clubhouse Addition T6593213 27371 R FT28 Flat 1 1 Job Reference (ootionall East Coast Truss, Fort Pierce, FL. 34946 5-73 10.10.15 5-7-3 5-3- 11 3x4 11 3x6 = 1 12 2 5x5 = 3x4 = 5x5 VVB = 7.530 s Jul 11 2014 MiTek Industries, Inc. Wed Oct 22 11:41:08 2014 Page 1 ID:67UgitGmVgxDOkpUl8gBcByqeB 1-1 XghU Wtm rYkHOXBJ5HTCPq?oJm nW7DjPLAdC9yy0u3f 16-2-10 21-9-13 _ 5-3-11 5-7-3 Scale=1:37.9 3x4 = 3x4 = 3x6 = 3x4 II 3 4 5 13 6 11 10 9 8 7 3x4 = 5x5 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.21 8-10 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.54 8-10 >477 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.70 Horz(TL) 0.13 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 106 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-10 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 2-11, 5-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11=1292/0-10-9, 7=1292/0-7-12 Max Uplift 11=-512(LC 4), 7=-511(LC 5) Max Grav 11=1324(LC 9), 7=1324(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -11 =-260/152, 2-3=-3224/1146, 3-4=-3224/1146, 4-5=-3224/1146, 6-7=-260/152 BOT CHORD 10-11 =-1 079/2856, 9-1 0=-1 369/3703, 8-9=-1369/3703, 7-8=-107912856 WEBS 2-11=-2932/1110, 2-1 0=-1 10/548, 3-10=-547/269, 3-8=-547/269, 5-8=-110/548, 5-7=-2932/1110 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 21-8-1; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=512, 7=511. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �WARKhr,-Yerifpdrtsi rranmgmrs,nnd RFM AV7ESGM nlrSAMU J=.abEri MITEKREFERFM2?!'AGEMR4423— I11,2120MORaREMSL Design valid for use only with MRek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responslbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Informa Ion va able from Truss Plate In tituie, 781 N. Lee Street, SNte 312, Ale andria, VA 2314 HSouthernPne�SP�lumber.isspecifie ,thedwignvaluesatethUe€ertiuegb 01f1013byALSC P001 N 11►iF� `,`�� ,�•��G•ENS�•��eee i N 68182 :�•:. T F :•1JJ` ee O �i i,`�S •.4011 N P+L 1�C? %� 1111111111/ FL Cert. 6634 October 22,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 lob Truss Truss Type Qty Ply PGA Clubhouse Addition ' T6593214 27371R FT29 FLAT 24 1 Job Reference o do al tied eoasr i russ, ron rierce, rL. J"40 r.— s am i nn i . ... I D:67UgitGmVgxDOkpUt8gBc8ygeB 1-akLArl xAtusmtzdgxkTSK6jmDb7lLbDlwEbaz9yQrgb 5-0-11 16.3-1 2-e-2 - 0- 7-8-13 10. 0.9 3-0-5 40- 16-2A 19-0-2 22-6.14 24-7.7 26- -7 2 - 29-9- 2 -3 36-5-1 40.6-0 2.8.2 1.2-5 1-2-5 2-&2 3.1-12 2.1-12 0.11.1 2.2.0 0- -1 3.1.0 3-2-12 2-0-9 2-0.0 0-&1 2-5-6 2-6-B 4.1.10 4-2-6 This truss is NOT symmetric. Scale=1:71.1 Proper orientation is essential. 5x8 M18SHS = 5x8 M18SHS = 4x6 = 3x6 II 7x10 M18SHS = 4x10 M18SHS = US I I 3x8 11 10x10 M18SHS WB = 4x8 = 3x6 11 4x12 = 3x8 11 3x8 1I 3x6 I I 8x10 = 3x6 II 1 332 34 3 35 4 5 6 736 8 9 10 11 12 13 14 15 16 37 17 32 38 31 30 29 28 27 26 25 24 23 22 21 20 19 18 8x10 M18SHS = 6x8 M18SHS = 3x8 II 4x8 = 7x10 M18SHS = 3x8 II 6x8 = 4x10 = 8x12 6x6 = 4x8 = 4x10 = 3x6 II 412 = 6x8 = 16-3-1 3-10.7 7-8-13 10.10.9 13-0-5 40- 16-2-0 1941 224i-14 247-7 26-7-7 2 -0- 32-0.3 32 8 3 40.8-0 350-7 3-10-7 3.1-12 2-1-12 0-11-1 2-2-0 0- -1 3.1-0 3.2-12 2-0.9 2-0.0 0•B•1 5-0.1 0-4 Plate Offsets (X,Y)- [4:0-5-8;0-1-8], [6:0-5-0,Edge], [11:0-4-3.0-3-8], [12:0-6-0,0-1-8], [13:0-5-4,0-1-8], [16:0-2-4,0-6-0], [19:0-6-0,0-6-0], [21:0-3-8,0-2-0], [22:0-3-8,0-3-12], 125:0-3-11 0-3-81 f29.0-3-8 0-2-01 132•Edae 0-6-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.92 Vert(LL) -0.70 26-27 >554 360 MT20 244/190 TCDL 18.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -1.50 26-27 >258 240 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.86 Horz(TL) 0.18 19 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-S) Wind(LL) 1.40 26-27 >275 240 Weight: 322 lb, FT = 0% LUMBER- BRACING - TOP CHORD 2x8 SP SS `Except` TOP CHORD Structural wood sheathing directly applied, except end verticals. 16-17: 2x8 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x8 SP DSS `Except* MiTek recommends that Stabilizers and required cross bracing 30-32: 2x8 SP SS be Installed during truss erection, in accordance with Stabilizer [Installation WEBS 2x4 SP No.3 `Except` guide, 15-19: 2x6 SP No.2, 10-22,2-31,3-31: 2x4 SP No.2 14-21,14-19,2-32,3-29: 2x4 SP No.1 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 32=3278/0-8-0, 19-3254/0-8-0 Max Uplift 32=-3769(LC 4), 19=-3623(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-32=-330/330, 2-34=-6221/7174, 3-34=-6221/7174, 3-35=-12275/13999, 4-35=-12275/13999, 4-5=-12275/13999, 5-6=-13152/14921, 6-36=-13152/14921, 7-36=-13152/14921, 7-8=-13152/14921, 8-9=-10707/12040, 9-10=10707/12040, 10-11=-5398/6058, 11-12=-5398/6058, 12-13=-5398/6058, 13-14=-5398/6058, 14-15=-1829/1662, 15-16=-1829/1662 BOT CHORD 32-38=-4951/4347, 31-38=-4951/4347, 30-31=-9397/8240, 29-30=-9397/8240, 28-29=-13999/12275, 27-28=-13999/12275, 26-27=-13870/12302, 25-26=-13870/12302, 24-25=-13870/12302, 23-24=9743/8698, 22-23=-9743/8698, 21-22=-6058/5398, 20-21=-1643/1427, 19-20=-1643/1427, 18-19=-604/888 WEBS 15-19=-803/661, 16-19=-1161/1032, 16-18=-980/644, 7-27=-677/620, 10-23=-1043/818, 13-21=-1688/1726, 12-22=-1637/1347, 10-22=-4365/4894, 14-21=-5328/4779, 14-19=-3679/3929, 8-27=-11931991, 8-24=-1807/2086, 10-24=-2591/2255, 5-28=-945/922, 5-27=-1161/1105, 4-29=-1888/1975, 2-32=-4982/5667, 2-31=-3790/3195, 3-31=-3444/3791, 3-29=-5490/4814 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 4-2-9, Interior(1) 4-2-9 to 40-6-8; cantilever left and right exposed ; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 6. 5) Plate(s) atjoint(s) 32, 1, 17, 18, 30, 15, 19, 16, 7, 27, 10, 23, 13, 21, 11, 20, 25, 12, 22, 14, 8, 26, 9, 24, 5, 28, 4, 29, 2, 31 and 3 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 6 checked for a plus or minus 1 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide X WARN AG'717er1ly rlcsign p;uame4�,s . . d READ MA7£SGM 771NAMU 1=UDF.D HITEKRFUREMX MGE M11-747.1 rt:.x I/d9J2011W(REVM Design valid for use only with Wok connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibilliN of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informaflon gvaUable from Truss Plaje Institute, 781 N. Lee Street, Suite 312, Alexandria, Vq 2314. if5otetheEnt uTe(SFytum5ee7sspecidiecl,tljedesi,nvatuesareihtreefFeiTasre46 1D1J3093hyF4iSC FL Cert. Cert. 663� October 22,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Clubhouse Addition T6593214 NOTES- 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3769 lb uplift at joint 32 and 3623 lb uplift at joint 19. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''/2" gypsum sheetrock be applied directly to the bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 154 lb down and 179 lb up at 2-0-0 on top chord, and 154 lb down and 179 lb up at 2-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-35=-96, 35-36=-396(F=-300), 17-36=-96, 18-32=-10 Concentrated Loads (lb) Vert: 33=-150(F) 38=-150(F) ®WARATAG-Veufydesig.paramee_rsa.dAFADA07ESDNMISAAD]N WCDMITEKREFEREhCEF46EM!1-7423fewI12912016AfOUME Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only, Additional temporary bracing to Insure stability during construction Is the responsibillity, of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlormatlon vai able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 2314. if Southern p'ine�SP� lumber is specitied, the design values are thlxe efiestive 06 101J2013 by A1SC Tampa, FL 33610.4115 Joy b Truss Truss Type Qty Ply PGA Clubhouse Addition T6593215 I27371R FT30 Flat 2 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 11 2014 MITeK Industries, Inc. Wea Oct 22 11:41:ua Cu14 rage 1 ID:67UgitGmVgxDOkpUt8gBc6ygeB1-VkO3hsu0crs82hmWf7_Ry2XuvAA1 sgXZagNmhOyQu3e 4-2.15 8-4-1 13-3-12 1$•7,7 16-0.14 18.5-3 , 4-2-15 4-1-3 4-11-11 0-3-11 2.5.7 2.4.5 2x4 11 15 Us = This truss is NOT symmetric. Proper orientation is essential. 1x4 II 3x4 = 3x4 = 16 1x4 II Scale: 3/8"=1' 3x4 = 1A 13 c se 10 9 8 3x4 = II 4 11 1x4 3x4 = 6x8 1x4 II 3x4 = U4 II LOADING (psf) TCLL 30.0 TCDL 20.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.87 BC 0.72 WB 0.66 (Matrix-M) DEFL. In (loc) Well Ud Vert(LL) -0.14 10-11 >835 360 Vert(TL) -0.13 10-11 >916 240 Horz(TL) 0.01 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 93 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-1 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 8-9. WEBS 1 Row at midpt 5-11 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=192/Mechanical, 11=1985/0-8-0 Max Upliftl l=-1937(LC 4) Max Grav 8=288(LC 4), 11=1985(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2516/1909, 3-4=-2516/1909, 4-5=-2516/1909, 5-16=-701/57, 6-16=-701/57, 6-7=-701/57, 7-8=-47110 BOT CHORD 13-14=-434/536, 12-13=-434/536, 11-12=-434/536, 10-11=-57/701, 9-10=-57/701 WEBS 3-11=-494/193, 2-11=-1635/2195, 5-11=-1983/1943, 2-14=-637/518, 6-9=-311/28, 7-9=-121/1037, 2-13=-442/160 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; ,/1111iIItIII��I 00 QU 1 N V Ie C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 18-3-7; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 �� p.•• ... F� �j E N 2) Provide adequate drainage to prevent water ponding. 3) Plates for 0 degree its `�� '� .• G •• F•�•. �,, checked a plus or minus rotation about center. �� 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ;• N 68182 * •� fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 11=1937. 8) "Semi-rigld pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. T F Z ie� • • �4(/; �C```• FL Cert. 6634 October 22,2014 OL WARNIAn-ve.dtp design paramn0ers and READ A®TESGII V05AM IAU,rlDF-D MITEKREFER.:ACE WE MIT-AY.1 M.411291201d8fF'CSflF.ME "& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information gvappable from Truss Ploje Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314 liSouthem I11e SPkTUmbelissl�ocsflod,thedesignvaluesaretllosooftotlSvlr U1I iT13byA 5C Tampa, FL 33610-4115 Truss Truss Type City Ply PGA Clubhouse Addition T6593216 �Joq 27371R FT31 Flat 2 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 r.0au s dm i i cu iq mi TuR muusmes, 11 u. vvou w, as , ,.q,. ,.. aeo , ID:67UgilGmVgxDOkpUt8gBc8ygeB1-zwyRvCuON9 7ggLiCYgUF43caXtbBPioU6JDgy0u3d 3.5-2 6-11-2 10.5-2 3-5-2 3.8.0 3-6.0 6x8 M18SHS II This truss is NOT symmetric. Proper orientation is essential. 2x4 II 2 9 5x5 = 3 10 4x6 = Ll 7 3x4 = 6 3x8 = �, 7x10 M18SHS 11 3-5-2 6-11-2 10-5-2 3.5-2 3-6-0 3.6.0 3x6 II Scale = 1:19.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.87 Vert(LL) 0.16 6-7 >771 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.28 6-7 >430 240 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.62 Horz(TL) 0.01 5 . n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 69 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-2 oc purlins, except BOT CHORD 2x6 SP SS end verticals. WEBS 2x4 SP No.3 'Except' BOT CHORD Rigid ceiling directly applied or 6-5-8 oc bracing. 1-8: 2x8 SP No.2, 3-7,4-6: 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=1231/Mechanical, 5=1517/0-8-0 Max Uplift8=-717(LC 4), 5=-893(LC 5) Max Grav 8=1283(LC 9). 5=1581(LC 9) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-608/371, 1-2=-1058/583, 2-9=-10581583, 3-9=-1058/583, 3-10=-2590/1433, 10-11=-2590/1433, 4-11=-2590/1433, 4-5=-1536/889 BOT CHORD 7-8=-583/1058, 6-7=1433/2590 WEBS 3-6=-973/612, 3-7=-1736/992, 4-6=-1582/2864 NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-3-10 to 3-6-15, Interior(1) 3-6-15 to 10-3-7; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=717, 5=893. 9) Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pli) Vert: 1-9=-100, 9-11=450(F=-350),4-11=-100,5-8=-20 0 I.J I N 1 rVF N 68182 CZ �•� T F �44/ 4. flillllll/ FL Cert. 6634 October 22,2014 ®WARNING • ved'r design P—le. . •nd REM) NOTES ON 71419 AM IMIMED MITEKWEREKE PAGE M11. 1423 m v. I/d4JdDldaF1'6NEllSE Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslbillity, of the MiTek erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. S fety InformalIon vo able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314 If Southern Rine�SP' lumbaer issgetified, the desig l values ate.these effettitre 06 Ql/1013 by,AtSC Tampa, FL 33610.4115 Job Truss Truss Type Qly Ply PGA Clubhouse Addition T6593217 27371 R FT32 Roof Special 26 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITek IndUatnee, Inc. Wed Oct 22 11:41:10 2014 Page 1 I D:67UgitGmVgxDOkpUt8gBc8ygeB 1-zwyRvCuON9_7ggLiCiVgUF444aWnbDyioU6JDgyQu3d 3-3-7 9-7-15 3.3.7 6.4.8 Scale = 1:18.7 1 44 = 3x6 = 2 3x4 = 3 a 5x5 = 2x4 11 Plate Offsets (X Y)— 15:0-2-6 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.78 Vert(LL) -0.05 4-5 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.12 4-5 >600 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 48 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-1-11 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=258/Mechanical, 5=866/0-5-8 Max Horz 5=14(LC 4) Max Uplift4=-84(LC 5), 5=908(LC 4) Max Grav 4=280(LC 9), 5=866(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-839/477, 2-8=-377/117, 3-8=-377/117 BOT CHORD 5-6=-745/806, 2-6=-609/395 WEBS 1-6=-497/890, 3-5=-207/418 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-5-3, Interior()) 3-5-3 to 9-6-3; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 `aryl 11111��, 2) Provide adequate drainage to prevent water ponding. ♦��� QU j N 3) Plates checked for a plus or minus 0 degree rotation about its center. `♦♦ OQ• ,. • • • • ., •`�� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `♦ ' ••-,C E N s• 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,� •• �. F•'•, fit between the bottom chord and any other members. N 68182 0 6) Refer to girder(s) for truss to truss connections. * , 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=ib) 5=908. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. T OF 44/' ;O• 1\�♦♦� N A� � *%% fill tFL Cert. 6634 October 22,2014 ®WARNIAG-Vwffydesign Pafanle W. aad READ A07ES ON 7NISAM IM2MED MITEKREiEREAKXPAGE Mrl-M23 ma 112912016aFfoREM Design valid for use only with Milek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown `pA Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability dudng construction is the responsibillity, of the iYl iTek• erector, Additional permanent bracing of the overall structure Is the responsibility of the building designer, For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlormation va able from Truss Plate Institute, 781 N Lee Street, Suite 312. Ale andria, VA 2314. Tampa, FL 33610-4115 if5outhernRtneIfiP lumberisspecified,thedesignvaluesarethoseef�ective06 0112013byAL5C Job Truss Truss Type Qty Ply PGAClubhouseAddition T6593218 27371R FT33 Flat 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 1 US = 7.530 s Jul 112014 MITek Industries, Inc. Wed Oct 22 11:41:11 2014 Page 1 ID:67UgitGmVgxDOkpUt8gBc8yqeB1-R6Wp6Yvf8T6sH_wumPOvl TdFSzg7KZ4s18stlGyQu3c 6.8-11 4-1-3 This truss is NOT symmetric. Proper orientation is essential. 1x4 II 4-2-15 5x8 = 3 10 Scale = 1:25.7 2x4 II 8 'xv — 6 4x8 = 3x4 15x8 = B-6-11 .4 8.0-1 Plate Offsets (X Y)— I3:0-3-4 0-3-01 I6:0-3-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.80 Vert(LL) -0.02 6-8 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.15 6-8 >515 240 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.56 5-6 >176 120 Weight: 74 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied or 3-10-4 oc purlins, except 3-4: 2x4 SP No.2 end verticals. BOT CHORD 2x4 SP No.1 `Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 7-8: 2x4 SP No.2 WEBS 1 Row at midpt 1-6 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=-244/Mechanical, 6=1996/0-8-0 Max Uplift8=-244(LC 1), 6=-2226(LC 5) Max Grav 8=680(LC 5), 6=1996(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-577/284, 1-9=-2358/1776, 2-9=-2358/1776, 2-3=-2358/1776 BOT CHORD 5-6=-441/831 WEBS 2-6=-667/369, 3-6=-1464/1675, 3-5=-1114/547, 1-6=-1926/2425 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 14-9-0; left Lumber DOL=1.60 DOL=1.60 cantilever and right exposed ; plate grip IN 2) Provide adequate drainage to prevent water ponding. 3) The the is to be the line 7. ,,0 60 t/L , % • • • Z solid section of plate required placed over splice at joint(s) 4) Plate(s) at joint(s) 8, 1, 4, 5, 2, 6 and 3 checked for a plus or minus 0 degree rotation about Its center. OP• •.. � G E N S+ ••. 5) Plate(s) at joint(s) 7 checked for a or minus 5 degree rotation about its center. •• •• F ••, 40 plus `� 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. N 68182 •� 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will * fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=244, s=zzzs. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �. T 00 • • P • �1(/, FL Cert. 6634 October 22,2014 �WARNIM•Ventrde.sr7n pan ... re. mad NFAD A07IFSON714TYAM rXIMED NtTFK1UFr9EX PACENrr-7473,ea I/7.9/2oldWOMN)SE Design valid for use only with Mli ek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the (V�iTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety I formation va' able tryom truss Plate Institute, 781 N. Lee Street, Suite 312, Ale andria, VA yy2314 Tampa, FL 33610-4115 ItSout arnPine�SP�turnkietIsspec111ed, the design values are=thoseef#ottive06/41/�013byAtSQ Job Truss Truss Type Qly Ply PGA Clubhouse Addition T6593219 27371R FT34 Flat 1 1 Job Reference (ootiom East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 11 2014 MITex Inaustfles, Inc. wea act 22 1 i:41:1 t 2ut4 rage t ID:67UgilGmVgxDOkpUt8gBc8yqeB1-R6Wp6Yvf8T6sH_wumPOvl TdDVzo4KWus18stlGyQu3c 3.10-5 7.1-1 10-1-9 16-1-4 22.0-14 3.10-5 3-10-5 2-5.0 5.11.11 ~ 5-11-11 This truss is NOT symmetric. Proper orientation is essential. 3x4 = 3x4 II 3x8 = 1x4 11 3x4 = 1 14 15 2 3 4 5 16 Scale = 1:38.4 3x8 = e • • o 13 5x5 = _ 1u 3x4 = 1x4 II 3x8 M1BSHS = 410 = 3x6 11 7.8-9 2-5-0 --- 5-11.11 5-11-11 Plate Offsets (X Y)-- 113:0-2-8 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lld PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.93 Vert(LL) -0.28 9-11 >918 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.71 9-11 >369 240 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.93 Horz(TL) 0.08 8 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 107 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP 285OF 1.8E `Except* BOT CHORD Rigid ceiling directly applied or 5-3-12 oc bracing. 8-10: 2x4 SP No.1 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 'Except' be installed during truss erection, in accordance with Stabilizer 4-9,7-9: 2x4 SP No.2[installationguide, REACTIONS. (lb/size) 13=1581/0-8-0, 8=1332/Mechanical Max Uplift 13=-647(LC 4), 8=-529(LC 5) Max Grav 13=1621(LC 9), 8=1366(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-261/144, 2-3=-3777/1384, 3-4=-3777/1384, 4-5=-3205/1188, 5-6=-3205/1188, 6-16=-3205/1188,7-16=-320511188,7-8=-1309/541 BOT CHORD 13-17=-936/2362, 12-17=-93612362, 11-12=-1384/3777, 10-11 =-1 384/3777, 9-10=-1384/3777 WEBS 3-12=-415/195,2-12=-526/1601,2-13=-2559/1023, 6-9=-693/350, 4-9=-604/226, 7-9=-1211/3282 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; ,,1111111111/�� ,�� v' N n� V I� C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 21-11-2; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60PQ• • „, 2) Provide adequate drainage to prevent water ponding. �� '� •' •� C E N S • ••�� ��o 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. w e 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 13=647, •• T O F .' 8=529. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. lb 2-0-0 O�. 4 40 .•` Q . `�� # \ 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 154 lb down and 71 up at ' •.•• �j� •' •N on top chord, and 154 lb down and 71 lb up at 2-0-0 on bottom chord. The design/selection of such connection device(s) is the �� �� l�s • �I responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �� 10 f f 1111" LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 FL Cert. 6634 October 22,2014 I WARN[M"a •Yerstyclrz.sian panmeCars and READ MUSGN 710SAND 1M.UD€D 147TE'XREFEREA.O-141GE M11•M73 mr. 11491201J9EHlMWE �■ Design valid for use only with MT`ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown A Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the iTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding iVl fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information qvo'uuable from Truss Plate Institute, 701 N. Lee Siree}, Suite 312, Alexandria, Vqq 2314. Tampa, FL 33610.4115 1t5nutlTerafine15RFlurnbL isslrecified,thedeMgnvaluesaretho5eeffective46 01f2013isyALSC [Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593219 I27371R FT34 Flat 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-7=-100, 8-13=-20 Concentrated Loads (lb) Vert: 14=-150(F) 17=-150(F) 7.53o a Jul 11 2u14 MIteK Inaustnes, inc. Wea um zz 11:41:11 zu14 rage z ID:67UgitGmVgxDOkpUt8gBcByqeB1-R6Wp6Yvf8T6sH wumPOv1TdDVzo4KWus18stlGyQu3c MITE -Verify a..,ig , j'—"re. ,and READ MTF3 GM7111S AM IMADED MITFKR£FFRF.AKM A46E MII-7413 nr. a 1124/20 1d 8FFo7L: M valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an Individual building component. ability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown feral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the r. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding ltion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Q.uallty Criteria, DSB-89 and BC51 Building Component ALSC M!Tek• 6904 Parke East Blvd. Tampa, FL 33610.4115 ob Truss Truss Type Qty Ply PGA Clubhouse Addition �27371R T6593220 FT35 Flat 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul l l 2014 MITek Industnes, Inc. wed Oct 22 i i Ai:1 i 2ui4 Page! ID:67UgitGmVgxDOkpUtBgBcByqeB1-R6Wp6Yvf8T6sH wumPOvlTdG5zp8KaBs18sllGyQu3c 3-11-8 7-9-4 12.10-4 15-3-0 17-9.6 , _ 23-0.5 3-11-e 3-9.12 5-1-0 2-412 2-B-8 5-2-12 This truss is NOT symmetric. Proper orientation is essential. 2x4 I 3X4 = U4 I 3X4 =3x8 = 1 13 2 3 4 5 3X4 = 6 14 Scale = 1:40.1 3X4 II IL 11 10 9 8 3x8 = 8x8 = 3x4 = 3x4 = 3X4 = LOADING (psf) TCLL 30.0 TCDL 20.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plates Increase 1..25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010rrP12007 CSI. TC 0.76 BC 0.87 WB 0.65 (Matrix-M) DEFL. in Vert(LL) -0.14 Vert(TL) -0.25 Horz(TL) 0.02 (loc) I/deft , Ud 9-11 >999 360 8-9 >730 240 8 n/a n/a PLATES GRIP MT20 2441190 Weight: 112 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-12 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=675/0-6-0, 11=2052/0-8-0 Max Uplift8=-110(LC 5), 11=-1670(LC 4) Max Grav 8=711(LC 9), 11=2052(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1899/1596, 3-4=-1899/1596, 4-5=-1899/1596, 5-6=-930/0 BOT CHORD 11-12=-418/696, 10-11=0/751, 9-10=0/751, 8-9=0/1123 WEBS 2-12=-929/517, 3-11=-497/251, 5-11=-2224/1231, 5-9=-321/487, 6-9=-266/521, 6-8=-1121/0, 2-11=-1324/1353 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 22-10-8; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except pt=lb) 8=110, 11=1670. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. h,WARKh'i •ycd7y rlesi.7n Aarumea!rs sndrtt'na hG7ESGN7NrSAHn rnrl..vnFn MIft-1fR£it:REACE FRGE MIr-F+i7;3 n=.. r/ds/2drdNriY mbm Design valid for use only with Wek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responslbillity of the erector. Additionalpermanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component iafety I formation 9va'uable from ]ruse Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, Vqq 2314. IySoutnerrlPiaroe`SP lumber t5spetlfied,tneclosignvaluesare hos> effettJtiFeQ5 U1J3ii13byAm ".1tOki I N' �V�� i 1 N 68182 0 :• T F :• jt! . 1U •\�`�. FL Cet 6634 October 22,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610.4115 IJob Truss Truss Type Qty Ply PGA Clubhouse Addition T6593221 27371R FT36 Flat 1 1 Job Reference (ootionall East Coast Truss, Fort Pierce, FL. 34946 7.b30 s Jul I 1 2u74 M1 i ex industries, inc. Wed Oci 22 t r41t2 2014 rayn 1 ID:67UgitGmVgxDOkpUt8gBcByqeB 1-vJ4CKuwHvmEjv8U4K7XBag9QeNDc39s7GobQljyQu3b i 5-9-5 10.10-5 15-9.9 , _ 21-0.4 5-9-5 5. .0 4-11.4 5-2-12 This truss is NOT symmetric. Proper orientation is essential. 4x4 = 1x4 II 3x4 = 3x4 = 3x4 = Scale = 1:36.5 3x4 II 12 3 4 0 14 ' e d 3x4 II 10 9 6x8 = 3x4 = 3x4 = 3x4 = 5-5-5 0-4 7-6.10 7-8-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.77 Vert(LL) -0.08 7-8 >999 360 MT20 2441190 TCDL 20.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.24 7-8 >766 240 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 103 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-13 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7=780/0-6-0, 10=1708/0-8-0 Max Uplift7=-223(LC 5), 10=-1303(LC 4) Max Grav 7=809(LC 9), 10=1708(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-1028/752, 2-12=-1028/752, 2-3=-1028/752, 3-4=-1312/33, 4-5=-1312/33 BOT CHORD 9-10=0/1049, 8-9=0/1049, 7-8=-277/1382 WEBS 1-10=-854/1181, 2-10=-629/323, 3-10=-1877/926, 3-8=-180/394, 5-8=-100/319, 5-7=-1399/267 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; Lumber DOL=1.60 DOL=1.60 C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 20-10-8; cantilever left and right exposed ; plate grip 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. ,�� OPT •. • • • • • • �� i� E N ' •. �� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` 3-6-0 tall by 2-0-0 wide will `� ' ,• �, 5' •• V F �•, io 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle `� fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=223, N 68182 10=1303. .. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. e `�•• T OF '•�/� %,`, N A FL Cert. 6634 October 22,2014 06WAIMIM -Wdry desgn PardmaW. and READ MUS ON MIS AND IhCiWO Art TFKREFEREhCE PAGC Nil- M1.3 inn 1fd.9/201dt1EE(AMOW. � Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown p p Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the iTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding iVi fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety I formation 4vapoble from truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 2314. Tampa, FL 33610.4115 ItSouNernPinetSPplumberrsspetified,tbedesi."valuesarethaseeffes,TilreQ6 01/2013byA SC Truss Truss Type Qty Ply PGA Clubhouse Addition Flo�b,_ T6593222 1R FT37 Flat 1 1 ob eference o tional East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Wed Oct 22 11:41:12 2014 Page 1 ID:67UgitGmVgxDOkpUt8gBc6yqeB1-vJ4CKuwHvmEjv8U4K7XBag9RdN9w3 27GobQljyQu3b 2.0-5 6-5-4 12-7-0 19.0.4 2-0-5 4.4.15 6-1-12 6-5.4 This truss is NOT symmetric. Scale=1:33.0 Proper orientation is essential. 3x4 = 3x4 = 1x4 II 3x4 —_ 3x4 = 3x4 = 1 2 12 3 4 5 13 6 1x4 11 10 3x8 = 3x4 = 3x4 = 7 44 = 1-6-11 0-5.1 8-4-4 8-7-12 Plate Offsets (X Y)-- 16:Edoe 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 30.0 Plates Increase 1.25 TO 0.71 Vert(LL) -0.13 7-8 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.39 7-8 >525 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(TL) 0.07 7 n/a nla BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 94 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-10 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-7 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7=998/0-6-0, 10=124910-11-5 Max Uplift7=-392(LC 5), 10=-693(LC 4) Max Grav 7=1024(LC 9), 10=1262(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-2160/692, 4-5=-2160/692, 6-7=-291/169 BOT CHORD 9-10=-596/1726, 8-9=-596/1726, 7-8=-81712210 WEBS 3-1 0=-1 873/763, 3-8=-107/522, 5-7=-2191/814, 2-10=-371/208 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 18-10-8; cantilever left and right exposed Lumber DOL=1.60 DOL=1.60 11111111111 ; plate grip 0%J 1 N 2) Provide adequate drainage to prevent water ponding. 00* QU V �C� 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • ,�� OP.• •,. • • • •. � ,� , ,• C E N S • • - �. F•••, 5) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �� •• - fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=392, N 68182 10=693. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. :9• T F '4� Q> FL Cert. 6634 October 22,2014 I WARNItii•Yeuitrdesrtyn panmmtars,ead READ AMESPN77RSAND IhC7.EMED 1477E1CRE/'ERF.M 'M6E Mrl-7473 ma If39Jif/TM.10MBE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the 11�iTek• erector, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety InformsttIon va able from jruss Plate In titute, 781 N. Lee ggtreat, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 1tSnuttlei7t.1'ilte�5p lumteriss1leGifie,the designvafue9are those effective0601/2013byALSG Truss Truss Type Qty Ply PGA Clubhouse Addition CJob T6593223 27371R FT38 Flat 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITeK IndUstn8s, Inc. wed oct 22 11:41:13 z014 rage 1 ID:67UgitGmVgxDOkpUt8gBc8yqeB1-NVeaXExvg4MaX13Hug2N6uieFnVBoWw8URLzg9yQu3a 5-9-4 11-3-0 17-0.4 _ r 5-9-4 5-5-12 5-9-4 3x4 = 10 3x4 = 2 3x4 = 3x4 = 3 4 IX Scale = 1:29.4 3x4 = 95x5 = 4x4 = 3x4 = 6 5x5 = 0- 8 8-6-2 17-0.4 0- 6 8-5-12 B-6-2 Plate Offsets (X Y)-- 15•Edge 0-1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.12 6-7 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.35 6-7 >581 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.51 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 82 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc purlins, except BOT CHORD 2x4 SIP No.2 end verticals. WEBS 2x4 SIP No.3 BOT CHORD Rigid ceiling directly applied or 6-6-5 oc bracing. WEBS 1 Row at midpt 2-9, 3-6 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9=1004/0-4-15, 6=1004/0-6-0 Max Uplift9=-407(LC 4), 6=-407(LC 5) Max Grav 9=1030(LC 9), 6=1030(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-266/158, 2-3=-2191/749, 5-6=-266/158 BOT CHORD 8-9=-802/2067, 7-8=-802/2067, 6-7=-802/2067 WEBS 2-9=-2082/814, 2-7=0/324, 3-7=0/324, 3-6=-2082/814 NOTES- 1) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 16-10-8; cantilever left and right exposed Lumber DOL=1.60 DOL=1.60 ; plate grip ,��►++++++�1,,�� IN 2) Provide adequate drainage to prevent water pending. 3) Plates checked for a or minus 0 degree rotation about its center. ,��� Qv plus 4) This truss has been designed for a 10.0 psf bottom chord live load non concurrent with any other live loads. 5)' designed 20.Opsf the in 3-6-0 tall by 2-0-0 will N �� C E •V� SF•• ? �� This truss has been for a live load of on bottom chord all areas where a rectangle wide `o� fit between the bottom chord and an other members. 6 Provide mechanical connection b others of truss to bearin late capable of withstanding 100 lb uplift at'oint s except t-Ib 9=407, (by ) bearing P 9 P 1 O P G-) ` ' N 68182�. d ,* 6=407. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. — :9 T F :• w ` . �U ...0 0 4* FL Cert. 6634 October 22,2014 �WMNIM ,Veiify d.? 4. panne W. mad READ AVUS VNTNTS AND IMUDED MITEKREFEREhCE PAM..* M1r-M%3 rea 1fd9120kraFTOW5'115E Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Nil' Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult - ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informs Ion qva' able from Truss Pla)e In titute, 781 .N. Lee Street, Suite 312, Alexandria, VA 2314. I#Southern 1ne`SP�lumberisspuitiie>thede5rgnvaluesaretheseefftiGvea,01f2013by'ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593224 27371R FT39 Flat 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 1 3x10 = 7.530 s Jul 112014 MiTek Industries, Inc. Wed Oct 22 11:41:13 2014 Page 1 ID:67UgitGmVgxDOkpUt8gBcBygeB1-NVeaXExvg4MaX13Huo2N6uiaFncXoR98URLzg9yQu3a 7-6-2 15-0-4 i 7-6-2 7-6-2 Scale = 1:26.0 3x6 = 10 3x10 = - 4x IL 3x4 3x4 I I LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 20.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2010/TP12007 CSI. DEFL. in (loc) Well L/d TC 0.78 Vert(LL) -0.09 6 >999 360 BC 0.43 Vert(TL) -0.25 6-8 >716 240 WB 0.81 Horz(TL) 0.00 5 n/a n/a (Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 8=884/0-4-15, 5=884/0-6-0 Max Uplift8=-378(LC 4), 5=-378(LC 5) Max Grav 8=910(LC 9), 5=910(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-835/391, 1-9=-2022/763, 2-9=-2022/763, 2-3=-2022/763, 3-10=-2022/763, 4-10=-2022/763, 4-5=-835/391 WEBS 1-6=-739/1949, 2-6=-858/439, 4-6=-739/1949 PLATES GRIP MT20 244/190 Weight: 74 lb FT = O% Structural wood sheathing directly applied or 2-8-10 oc purlins, 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=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 14-10-8; cantilever left and right exposed ; Lumber DOL=1:60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 8=378, 5=378. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. [LWARNYAC3 and REAP A0 ESWTNTSAND tAC7.UM MITE WEREACEPA6EMN-M73 w. 1Jt.912.014W MEt15E Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Informs ion gvWble from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ItSouthesnpinet5Nylumberisspecified, the design valu- sarethoseetfectiue40112013byALSO �V 1 N V r rLc � ,4s%% Q SOP \ c E NSF i * N 68182 ����� S• 0 N A1- E•�• �FL Cert. 6634 October 22,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 FJob Truss Truss Type Qly PlyTJob house Addition T6593225 27371R FT40 Flat 1 rence (optional East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Wed Oct 22 11:41:13 2014 Page 1 ID:67UgitGmVgxDOkpUtegBcBygeB 1-NVeaXExvg4MaX13Hug2N6uiaGneLoVKBURLzg9yQu3a 6-6-2 13.0-4 _ 6-8-2 6.6.2 Scale = 1:22.4 1x4 II 3x4 = 4x4 = 1 04 = 9 2 3 10 4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plates Increase 1.25 TC 0.78 TCDL 20.0 Lumber Increase 1.25 BC 0.31 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 BCDL 10.0 Code FBC20101r1312007 (Matrix-M) 3x8 = DEFL. in (loc) Udefl L/d PLATES GRIP Vert(LL) -0.05 6 >999 360 MT20 244/190 Vert(TL) -0.14 6-8 >999 240 Horz(TL) 0.00 5 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 8=764/0-4-15, 5=764/0-6-0 Max Uplift8=-350(LC 4). 5=-350(LC 5) Max Grav 8=791(LC 9). 5=791(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-724/360, 1-9=-1517/593, 2-9=-1517/593, 2-3=-1517/593, 3-10=-1517/593, 4-10=-1517/593, 4-5=-724/360 WEBS 1-6=-582/1479, 2-6=-747/393, 4-6=-582/1479 Weight: 65 lb FT = 0% Structural wood sheathing directly applied or 3-7-9 oc purlins, 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=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 12-10-8; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 8=350, 5=350. 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. ,,,,1IIIIIIII 00 QV1N N 68182 '. O :• T 0 F �/ 00 W ��''ss•�NALE���. ��►nIIt/I� FL Cert. 6634 October 22,2014 ®N'ARMI&V-Wify drs4. pan,nmwc and READ A07UGN7INGANDiNCLUDE17 MtTEKREFEREhMPAGEM11-2473 re.. 2/291201daFFmu5F. Design valid for use only with MRek connectors. This design is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibiliity of the iviiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. S lefy Informs Ion va able ffr�om Jruss Plgte Institute, 181 N. Lee ggtreeL Suite 312, Alexandria, VA 2314. 1�Southern ine7SP lum2erisspetifted,thedesignvafuesarethaseeffective0fi 0111013 by ALSC Tampa, FL 33610-4115 b Truss Truss Type Qty Ply house Addition P T6593226 mobReference 371R FT41 Flat 1 1 (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 11 2014 MITpK Industries, Inc. Wea ucl 22 11:41:14 2014 rage 1 ID:67UgitGmVgxDOkpUt8gBcByqeB 1-rhCylaxXROU R8SeTRYacf5FpaB71 X_wIj54XMbyQu3Z 5.6.2 11.0-4 5.6.2 5-6-2 Scale=1:20.1 1 3x4 = 1x4 II 2 3x4 = 3 6 4 2x4 II 2x4 II 0.66 5-5-12 5-6.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.55 Vert(LL) -0.03 5 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.08 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.39 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2010[rPI2007 (Matrix-M) Weight: 56 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-10 oc purlins, except BOT CHORD 2x4 SP No.2 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 REACTIONS. (lb/size) 6=644/0-4-15, 4=644/0-6-0 Max Uplift6=-322(LC 4), 4=-322(LC 5) Max Grav 6=670(LC 9), 4=670(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-614/330, 1-7=-1084/447, 2-7=-1084/447, 2-8=-1084/447, 3-8=-1084/447, 3-4=-614/330 WEBS 1-5=-449/1077, 2-5=-636/350, 3-5=-449/1077 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 10-10-8; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=322, 4=322. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. AWARNIAG Vedfydcsipryan:matcrs and READ M 1ESON71115AND IMINDED M[TFKREURENCE'PAGE M11.7473 rea. .i/d9f202JaEEaBEiiSE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/71`I1 Quality Criteria, DSB-89 and BCSI Building Component S fefy Information gv V Tole, Dom Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 SoutherriPine SP tuinIzerissoetified,thedesignvaluesarethoseeffettive05 0172013 bv ALSC I N G•E N F ��,• S .� N 68182 • �r: :7� w T F Z/ FL Cert. 6634 October 22,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610.4116 Job Truss Truss Type Qty Ply FPGAClubhouseAdddlon2737FT42 FlatT6593227 rence (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITeK Inausines, Inc. vvea uci z"z 11.41:14 zu14 rage 1 ID:67UgitGmVgxDOkpUt8gBcBygeB1-rhCylaxXROUR8SeTRYacf5FgGBwEXOZlj54XMby0u3Z 4-6-2 9.0.4 4-6-2 4.6-2 Scale = 1:17.3 2x4 I 3x4 = 2x4 3x4 = 3x4 = 0- 6 B-11-15 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.17 4-5 >614 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.42 4-5 >247 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.29 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 45 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.1 WEBS 20 SP No.3 BOT CHORD REACTIONS. (lb/size) 5=524/0-4-15, 4=524/0-6-0 Max Uplift5=-294(LC 4), 4=-294(LC 5) Max Grav 5=549(LC 9), 4=549(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 4-5=-358/655 WEBS 2-5=-640/390, 2-4=-640/390 Structural wood sheathing directly applied or 6-0-0 cc puriins, 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=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat, li; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 8-10-8; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=294, 4=294. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. `PQ� I N 1 f i N 68182 T OF FL Cert. 6634 October 22,2014 ® WARNIAG • Vesffl design yammerea andREAD M7ES GN 7NTSAN0 INMOEn NITEKREFER£hCE PAGE NII-2423 sen I1291201410CMUKE Design valid for use only with MITek connectors. This design is based only upoh parameters shown, and is for an individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designerAracing shown ■ Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the 11 /1 M'T®IaK• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information vo able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. 1f5outherrr ine�SP lumberisspetified,the deii�n values are those effective06 81%2413byJ4LSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593228 27371 R FT43 Flat 1 1 Job Reference opt one East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MTek Industries, Inc. Wed Oct 22 11:41:16 2014 Page 1 ID:67UgitGmVgxDOkpUt8gBcBygeB 1-JulKywy9BhclmcDf7F5rBJnuablcGXCRylg4u2yQu3Y 7.0-4 7-0-4 Scale=1:15.6 3x4 11 3x4 = 0- 6 B-11-15 Plate Offsets (X.Y)-- 12:Edoe 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.92 Vert(LL) -0.07 3-4 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.17 3-4 >483 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.01 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 36 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No,3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Tel recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation B. REACTIONS. (lb/size) 4=404/0-4-15, 3=404/0-6-0 Max Uplift4=-264(LC 4), 3=-264(LC 5) Max Grav 4=427(LC 9), 3=427(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-359/284, 2-3=-359/287 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 6-10-8; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=264, 3=264. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. I WARNING bAUMSON7NiSAMtIM211DEDNIIEKUFFARIMPASCNfr-747irea,tf29/2014SUOREUSE Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component S fety Information va' able from Truss Plate In tttute, 781 N. Lee Street, Suite 312, Alexandria, VAN I Sc7uthernPine �SP Iumberissperrifie ,thedesiinValues are these effe tiveCb ii fliSt,AtSt QV I N .��,'�P'•� GCE N • .� .•�' S'F•. 0 *: N 68182 :* X T F 00 +rrrnln��� FL Cert. 6634 October 22,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type City Ply PGA clubhouse Addition T6593229 27371R FT44 Flat 9 1 Job Referencelop 'o a East Coast Truss, Fart Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Wed Oct 22 11:41:15 2014 Page 1 ID:ZzzSW?dbHNFuh_Dbh3Qzs4yZoP7-JulKywy9BhclmcDf?F5rBJnyJbEHG19Rylg4u2yQu3Y 4.8-10 9-1-12 13•8-14 18-0-0 22-5-2 2G10.4 31.3-6 ,_ 36-0.0 4.8.10 4.5-2 4-5 2 4.,2 4-5.2 4-5 2 4-12 4-8-10 Scale = 1:66.6 4x4 I I 4x12 = 4x8 = 5x8 = 44 = 4x4 = 44 = 5x8 48 = 412 = 44 11 1 22 2 3 4 5 6 7 8 9 10 23 11 21 12 6x8 101BSHS = 20 19 18 17 15 15 14 13 6x8 M18SHS = 4x8 = 6x8 M188HS = 4x4 = 4x4 = 44 = 46 = 4x4 = 6x8 M18SHS = - 0 5-43 0.4.15 15.5-10 20.8-6 25-7- 30.7-13 0221 36-0-0 - 1 5-43 5-0.11 5-0.11 50.11 5-0.11 5-0.11 5-4-3 Plate Offsets (X Y)— it l:Edge 0-3-81 i12:Edae 0-4-41 i21:Edge 0-4-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.68 Vert(LL) -0.70 16-17 >610 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -1.76 16-17 >244 240 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(TL) 0.27 12 n/a We BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) Weight: 233 lb FT = 0% LUMBER. BRACING - TOP CHORD 2x6 SP DSS TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x6 SP DSS BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-20, 9-13 2 Rows at 1/3 pts 2-21, 10-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 21=2143/Mechanical, 12=2143/0-6-0 Max Uplift2l=-833(LC 4), 12=-833(LC 5) Max Grav 21=2196(LC 9), 12=2196(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-21=-285/154, 2-3=-5267/1923, 3-4=-8740/3157, 4-5=-8740/3157, 5-6=-10442/3760, 6-7=-10442/3760, 7-8=-8740/3157, 8-9=-8740/3157, 9-10=-5267/1923,11-12=-285/154 BOT CHORD 20-21=-1772/4781, 19-20=-2964/8115, 18-19=-3681/10103, 17-18=-3681/10103, 16-17=-3913/10763, 15-16=-3681/10103, 14-15=-3681/10103, 13-14=-2964/8115, 12-13=-1772/4781 WEBS 2-21=-4920/1822, 2-20=-462/1462, 3-20=3149/1167, 3-19=-339/1084, 5-19=-1566/610, / 661610, I/V �1,t, ' 9-14=-339/108469-13—3149/5167,10 13=/462/1462, 1012649201822 ,`0 N F NOTES- I� cp.•,•.....• �� �.) `��' �GENS•• 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; ,� •' F•••• C-C Exterior(2) 0-1-12 to 3-8-15, Interior(1) 3-8-15 to 35-10-4; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 N 68182 •� 2) Provide adequate drainage to prevent water ponding. * 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. — 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chard in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will T O F (V fit between the bottom chord and any other members. .0* P � �41 .0 •. 7) Refer to girder(s) for truss to truss connections. 4j4* �; 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=1b) 21=833, •'• f j�,�� •N i��s`s • %� �� 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2"gypsum AL 111111111��, sheetrock be applied directly to the bottom chord. FFL Cert. 6634 October 22,2014 ® WARNING •Verify desk7n pnn, n,eMa and RFAD A07ES ON MrSAND JAMDED NZYWREFEREtREPAGEWT-7473 M. I/d9J7.D1JDEFMME Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �' Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the WOWerector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va'uuable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314 if Southern Pine�5P1 lumber issuetilied, the dedien values are those vffet Live Q6 1f�1]13 i1v ATSC Tampa, FL 33610.4115 Truss Truss Type Qty Ply PGA Clubhouse Addition IJob T6593230 1 27371R FT45 Flat 1 1 Job Reference (optional) East Goast Truss, Fort Pierce, FL. 34946 6-3-9 7.63U S JUI 11 1U14 MI i eK moustnes, mc, vvea uct [ 11:41:1a Lu14 wage 1 ID:67UgitGmVgxDOkpUtBgBc8yqeB1-o4Ji9Gzny7k901osZzc4kWK3v_fh? VbBPZeRUyQu3X Scale = 1:15.6 3x8 = 1 4x8 M18SHS II 2x4 I I 6-3-3 _ 6-&9 6-3-3 0-t'1.8 LOADING (psf) SPACING- 2-0-0 CSC. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.95 Vert(LL) -0.04 3-4 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.33 Vert(TL) -0.10 3-4 >699 240 M18SHS 2441190 BCLL 0.0 Rep Stress Incr NO WB 0.01 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 33 lb FT = 0% LUMBER- BRACING. TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 5-5-7 oc purlins, except BOT CHORD 2x4 SP No.2 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) 4=517/Mechanical, 3=517/0-10-9 Max Uplift4=-378(LC 4), 3=-378(LC 5) Max Grav 4=547(LC 9), 3=547(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-487/395, 2-3=-487/398 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 6-1-13; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise Indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=378, 3=378. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-2=-152(F=-52), 3-4=-20 ♦♦�,,,,QU 1 N "VF,����i ��♦ �P'• G• N,9 `�` i N 68182 Po �:. T F .441 Z IIIIII FL Cert. 6634 :1 October 22,2014 ®WARNING-Venfr design P.-M. sad READ M17501MMANt1 INCLUDED MrTEKREfEREACE PAGE Mlr-M7310a 1/29/2024MMEME Design valid for use only with MlTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Salety Information va able from;(russ Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 1f3outhem ineiSP�lumberisspecified, the deMgnvaluesare those effective0fi 0112013byAL5C Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593231 I27371R FT46 Flat 1 1 ob Re erence (optional) East Coast Truss, Fort Pierce, FL. 34946 7.630 s Jul 112014 MITek Industries, Inc. Wed Oct 2211:41:16 2014 Page 1 I D:67UgitGmVgxDOkpUt8gBc8yqeB1 o4Ji9Gzny7k901osZzc4kWK4Y_b47prbBPZeRUyQu3X 6.4-10 12-9-4 r 6-4-10 6-4-10 Scale = 1:21.9 3x8 = 1 3x8 = 9 2 3 10 4 8 4x6 I 410 = 5 4x6 I I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.84 Vert(LL) 0.11 5-6 >999 360 MT20 2441190 TCDL 20.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -0.26 6-8 >583 240 BCLL 0.0 Rep Stress Incr NO WB 0.75 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 64 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc puriins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=1073/Mechanical, 5=1073/0-6-5 Max Uplift8=-532(LC 4), 5=-532(LC 5) Max Grav 8=1111(LC 9), 5=1111(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-8=-901/462, 1-9=-2091/922, 2-9=-2091/922, 2-3=-2091/922, 3-10=-2091/922, 4-1 0=-2091/922, 4-5=-901 /462 WEBS 1-6=-905/2043, 2-6=-722/381, 4-6=-905/2043 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 12-7-8; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 8=532, 5=532. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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=125 Uniform Loads (plf) Vert: 1-4=-100, 5-8=-72(F=-52) %0p,V i N 68182. ' C_r �:. T 6F :•GU �. NA 711111111111� FL Cert. 6634 October 22,2014 A—mr--Ved7ygn parameters and READ A07ESGNTNTSAND MaUDED M17EKNEFEREMFFAGE M114473 M. IIW2014DLFMME Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the iwiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-B? and BCSI Building Component 6904 Parke East Blvd. Salety Informs Ion ggva able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexangda Vq z ��4 giS 1tSou thern�irratSP lumtmrisSpecified,thedesignwfuesarethoseaffectivia yAtSC Tampa, FL 33610.4115 Truss Truss Type City Ply PGA Clubhouse Addition IJob T6593232 27371R FT47 Flat 1 1 ob Reference (optional) east coast I mss, Ton Tierce, I-L. MM r.aau s dui i i zuin mi i arc mausmes, mu. vveu — cc i —, to -- reyo . (D:67UgitGmVgxDOkpUl8gBc8yqeB 1-o4Ji9Gzny?k901osZzc4kWK41_dt?sObBPZeRUy0u3X 4-8-14 9.5-12 4-B-14 4-8-14 Scale = 1:18.1 3x6 = 5 10 3x8 = � A` 6 3x6 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud TCLL 30.0 Plates Increase 1.25 TC 0.88 Vert(LL) 0.06 4-5 >999 360 TCDL 20.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.11 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.52 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2010/TPl2007 (Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 6=866/Mechanical, 4=1014/0-8-0 Max Uplift6=-51 O(LC 4), 4=-609(LC 5) Max Grav 6=906(LC 9), 4=1060(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-866/522, 1-7=-1383/724, 2-7=-1383/724, 2-8=-1383/724, 8-9=-13B3/724, 3-9=-1383/724, 3-4=-931/563 WEBS 1-5=-759/1434, 3-5=-718/1370, 2-5=-928/561 3x6 II PLATES GRIP MT20 244/190 Weight: 49 lb FT = 0% Structural wood sheathing directly applied or 3-4-0 oc purlins, 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=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. Il; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 9-4-0; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 6=510, 4=609. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 157 lb down and 100 lb up at 7-0-0 on top chord, and 157 lb down and 100 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-152(F=-52), 4-6=-20 Concentrated Loads (lb) Vert: 9=-150(F) 10=-150(F) 411, %%�, 111 QU I N 1 jV/ , ��II i N 68182 :�'• T F : 4/ 01 FL Cent. 6634 October 22,2014 AWARNIM-V fifydesi0n parunre[ers and RFAD A07ES017MSAMI MaUDED MtTEKREFERE&CE PACE M114473 re.. 2/29/20148MUM Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salety Inlorma Ion gva' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314 IfSouthern�ine�5P'lumberisslrecdied,thedesignvaluesarethosr utfeutive0fi 01/1013byAM Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593233 I 27371R FT48 Flat 1 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Wed Oct 2211:41:112014 rage 1 ID:67UqitGmVgxDOkpUt6gBc8ygeB1-GGl5Nb PjJs07vN27g7JHktFpOlXkRgkP3JBzwyQu3W 4-5-7 1 3x4 = 5 6 2 2x4 I I 4 2x4 II 4-5 7 3x4 = Scale=1:14.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.87 Vert(LL) -0.02 3-4 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.04 3-4 >999 240 BCLL 0.0 ' Rep Stress [nor NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 24 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 4=358/Mechanical, 3=358/0-8-0 Max Upiift4=-293(LC 4), 3=-293(LC 5) Max Grav 4=381(LC 9), 3=381(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-339/306, 2-3=-339/306 Structural wood sheathing directly applied or 4-5-7 oc purlins, 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 gtrtde NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 4-3-11; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except pt=lb) 4=293, 3=293. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-2=-152(F=-52), 3-4=-20 FL Cert. 6634 October 22,2014 ®WARWO-Yerifrdes4. par W.4ad READ A07ESGM71i7SAMDIM1eDEDMITEKREFEREhCEP46EMI1-7473rep. I1t91201dBUGUME Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer -not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stcbility during construction Is the responsiblllity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 69D4 Parke East Blvd. safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria,'t2314. if5outhem ne15p�Iumber isspecldied, the design values are those effective001%201311yAfSC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593234 27371R FT49 Flat 1 1 JobJteference (ootionall East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Wed Oct 22 11:41:17 2014 Page 1 ID:67UgitGmVgxDOkpUt8gBcByqeB 1-GGt5Nb_PjJs07vN27g7J HktJH07fkKEkP3JBzwyQu3 W 4-7-11 9-3-6 4-7-11 4-7-11 Scale = 1:17.7 3x4 II 3x4 = 3x4 II 1 6 2 7 3 5x5 = 4 LOADING (psf) TCLL 30.0 TCDL 20.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC2010/TP12007 CSI. TC 0.59 BC 0.35 WB 0.49 (Matrix-M) DEFL, in Vert(LL) -0.17 Vert(TL) -0.43 Horz(TL) 0.01 (loc) I/defl L/d 4-5 >626 360 4-5 >252 240 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 46 lb FT = 0% LUMBER. BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except BOT CHORD 2x4 SP 2850F 1.8E end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation e REACTIONS. (lb/size) 5=773/Mechanical, 4=773/0-8-0 Max Uplifts=-455(LC 4), 4=-455(LC 5) Max Grav 5=809(LC 9), 4=809(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-5=-310/235, 3-4=-310/235 BOT CHORD 4-5=-592/1031 WEBS 2-5=-1026/632, 2-4=-1026/632 NOTES- 1) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 9-1-10; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. � � � � � � fill 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. kol't ,+.% Qv I N V ��F 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. � �P`,• G E fV 6) Refer to for truss to truss connections. �� •���� SF�•; '� �� girder(s) 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 5=455, N 68182lo •� 4=455. * 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 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 �} r F 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) �� '. Q;•' �' ,,� Vert: 1-3=-152(F=-52), 4-5=-20 �i4#, lS '• , • • •' Q�, N A� ;�`%. FL Cert. 6634 October 22,2014 I WARNTM.a NeAfrds!.sign pnn. mem. snd RFAD M17ESGN WSANO 1hY.T.00 MITF.KRFFF.RF.tA3, PAGl: Pirr-717.3 yea 11"12,014UH1R IAE � Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. �' Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sai�ety Informs Ion va able om Iruss Pla)e In titute, 781 N. Lee Street, Suite 312 Alexandria, Vp 2314. .-_..�)s..._..4i .,....�_-.. _..«... :,.. ,. .:............-..-,. ,. ......cr.,.r•:...-nG •. t�n•a:s..: urt,r Tampa, FL 33610.4115 P Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593235 27371R -HJ1F Diagonal Hip Girder 4 1 Job Reference factional East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Wed Got 22 11:41:16 2014 Page 1 I D:ZzzS W?dbH N Fuh_Dbh3Qzs4yZoP7-kTRTax72 U c_td3yEg OeYpxPTgoDyThS uej2kVMyQ u3V i 5-7-5 10-3-3 14-11-1 19-10-6 5-7-5 4-7-14 4-7-14 4-116 ,.7rTn— 7 8 29 16 15 7x6 = 3x4 I 1 x' is s-e-s Sb-5 o- -0 6-7-3 6-10-11 0.1.0 Scale = 1:66.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.68 Vert(LL) -0.14 12-13 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.79 Vert(TL) 0.27 12-13 >585 240 BCLL 0.0 Rep Stress Incr NO WB 0.87 Horz(TL) 0.01 10 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 132 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-12 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. 9-11,11-13: 2x6 SP SS BOT CHORD Rigid ceiling directly applied or 5-6-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 4-13 3-13: 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.2 be installed during truss erection, in accordance with Stabilizer SLIDER Left 2x4 SP No.3 2-0-1 Installation guide. REACTIONS. (lb/size) 10=781/Mechanical, 13=1391/0-8-3 Max Horz 13=805(LC 4) Max Uplift10=-964(LC 4), 13=-1740(LC 5) Max Grav 10=1697(LC 19), 13=2431(LC 18) FORCES, (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-94/398, 2-3=-968/1184, 3-4=-78411106, 4-5=-1382/734, 5-6=-1378/774, 7-10=-317/193 BOT CHORD 2-14=-1055/977, 13-14=-1055/977, 13-30=-804/1165, 30-31=-919/1263, 12-31 =-1 027/1362, 11-12=-7031978, 10-11=-764/1184 WEBS 4-13=-2443/1388, 4-12=-277/467, 6-12=-977/1063, 6-10=1331/912, 3-13=-623/362, 14-16=-276/24 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second.gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Comer(3) 0-0-0 to 4-2-15, Exterior(2) 4-2-15 to 19-10-6; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) The solid section of the plate is required to be placed over the splice line at joints) 11. 3) Plate(s) at joint(s) 5, 7, 10, 17, 2, 13, 12, 6, 3, 14 and 16 checked for a plus or minus 0 degree rotation about its center. 4) Plate(s) at joint(s) 11 checked for a plus or minus 2 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 10=964, 13=1740. 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 139 lb up at 5-7-6, 396 lb down and 698 lb up at 10-7-11, 353 lb down and 636 lb up at 10-11-9, and 392 lb down and 156 lb up at 15-10-6, and 413 lb down and 167 lb up at 16-0-5 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard FL Cert. 6634 October 22,2014 Continued on Daoe 2 Aly-1-- 4-ydes4a parametersaadREi1D WESGMRirSMV INCLUDED MITEKREEERE&CI PAGE AW4473 mr. 1129/201daFFMI E Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibilllty of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlorma Ion voi able from Truss Plgte Institute, 781 N. Lee Sfreef, Suite 312, Alexandria,V,y 2314 lf5outfietn�"ine75lr�lurriberizspecified,thedesignvaluesarethoseeffectivl=VEi 0112013byAL5C Tampa, FL 33610-4115 Truss Truss Type Qty Ply PGA Clubhouse Addition IJob T6593235 27371 R -HJ1 F Diagonal Hip Girder 4 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-7=-100, 7-8=-100, 18-20=20, 15-25=-20, 13-14=-20, 9-13=-20 Concentrated Loads (Ib) Vert: 11=-479(F=-255, B=-224) 16=48(B) 30=342(B) 31=309(F) 7.530 s Jul 112014 MITek Industries, Inc. Wed Oct 22 11:41:18 2014 Page 2 ID:ZzzSMdbHNFuh_Dbh3Qzs4yZoP7-kTRTax72Uc td3yEgOeYpxPTgoDyThSuej2kVMyQu3V WARNIM -Verify design rams d-as and R£AD A07ESW WISAND Ihl" AHED NITFICRUMAO PAGE 11I1-2472 rea .1/d9/20I48LAWk:NSF- Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information O4vapable from Jruss Plate Institute, 781 N. Lee Street. Suite 312, AlexandriaVA 2314 IfSouthemFineiSPflumberisspecdied, the desigovatuesatetlloseeffe[tiiiiGfa ibmbyAiSC Welk' 6904 Parke East Blvd, Tampa, FL 33610.4'115 L3 Truss Truss-HJIG Truss Type Qty Ply lubhouse Additlon1 Flab,— T6593236 TJ.b R Diagonal Hip Girder 1 eference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MTek Industries, Inc. Wed Oct 22 11:41:19 2014 Page 1 ID:ZzzSW7dbHNFuh_Dbh3Qzs4yZoP7-Cf7roH7gFw6kFDXRE59nM9ycSCZiCIS1Mail pyQu3U i 3-7-5 6-4-9 i 7-1-3 3-7-5 2-OA 0-9.3 0-8-11 Adequate Support Required 4x4 11 10 1x4 II 3.23 I12 3x4 = 6-8-6 7-1-3 0- - 0- 3-11-11 0.0.3 0-7.13 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plates Increase 1.25 TC 0.80 TCDL 20.0 Lumber Increase 1.25 BC 0.83 BCLL 0.0 Rep Stress Incr NO WB 0.25 BCDL 10.0 Code FBC2010fTP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 *Except* 1-10: 2x4 SP No.2 WEBS 2x4 SP No.3 Scale = 1:26.1 d DEFL. In (loc) I/defl Ud PLATES GRIP Vert(LL) -0.06 2-9 >999 360 MT20 2441190 Vert(TL) -0.16 11-12 >482 240 Horz(TL) -0.07 5 n/a n/a Weight: 38 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical except (jt=length) 8=0-8-3. (lb) - Max Horz 8=320(LC 4) Max Uplift All uplift 100 lb or less at joints) except 1=-108(LC 4), 5=-509(LC 9), 8=-813(LC 4), 6=-306(LC 9) Max Grav All reactions 250 lb or less at joint(s) 5, 6 except 1=383(LC 9). 8=2070(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-16=-165/301, 3-4=-287/120, 4-5=-303/108 BOT CHORD 1-12=-61/280, 2-9=-2301295, 8-9=-2301295 WEBS 3-8=-1386/672 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Comer(3) 0-0-0 to 4-2-15, Exterior(2) 4-2-15 to 7.0-7; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint 1, 509 lb uplift at joint 5. 813 lb uplift at joint 8 and 306 lb uplift at joint 6. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-16=-100, 10-13=-20, 8-9=20, 6-8=-20 Trapezoidal Loads (plf) Vert: 16=-155-to-4=-418, 4=418-to-5=455 FL Cert. 6634 October 22,2014 ®WARNING. •Ye ify des gn pammeuers aad RPAD tMES ON THIS AND INGUMED MITEKRFFEREME PAGE MII.7473 nee 1/291201JIffaNEUSE Design valid for use only with Miiek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BC51 Building Component 6904 Parke East Blvd. 5afety InlOTmation vo able from Truss Plate Institute, 7B1 N. Lee Street, Suite 312, Alexandria, VA 2314. 11 SouPineISP� lumber is sp ecified, the design values are those effect5ve 05A01/2013 byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593237 27371R -HJ1K Jack -Closed 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 /.b3u a Jul i 1 2014 MI I eK inausrnes, me. vvea um ee 11.41 ❑e zulq rage , ID:ZzzSW?dbHNFuh_Dbh3Qzs4yZoP7-Cf?roH?gFw6kFDXRE59nM9yg1CfeCGo1Mail pyQu3U i 5-7-0 6-4-4 5.7-0 0-9-3 4A-0 6.47 f12 5 6 11 10 4x8 = 1x40.B1 -04 sao 0•- iaa4 0.1-0 Scale = 1:35.1 LOADING (psf) SPACING- 2-0.0 CSI. DEFL, in (too) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.01 7-8 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.01 7-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.35 Horz(TL) -0.01 7 n/a n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix-S) Weight: 57 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3 a e REACTIONS. (lb/size) 7=-324/Mechanical, 8=160910-8-3 Max Horz 8=468(LC 4) Max Uplift7=-324(LC 1), 8=-1560(LC 5) Max Grav 7=405(LC 5), 8=1819(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown, TOP CHORD 1-2=-236/591, 2-3=-1241/1166, 5-7=-286/182 BOT CHORD 1-18=-163/352, 2-9=-103911239, 8-9=-1039/1239, 7-8=-908/884 WEBS 3-7=-901/933, 3-8=-1467/1156 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Corner(3) 0-0-0 to 4-2-15, Exterior(2) 4-2-15 to 10-8-8; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1,60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 324 lb uplift at joint 7 and 1560 lb uplift at joint 8. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''/I gypsum sheetrock be applied directly to the bottom chord. `%%t jj19IIi11I11'r1' QV I N Vc .•�\C E NSA•.? ♦ N 68182 r ♦'P T F :• LU ♦ Q 40 %% FL Cert. 6634 October 22,2014 ® WARN1M,s •Veritydasign pnramaters +ad RfAO A07ES GN THrSAM1 lhY1r1DE0 MfRiKRffEREt,CE1MGE MII•J473 ma 2/2912014SUOREHSE Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing.io Insure stability during construction is the responsibillity, of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Intormatlon vWble from Truss Plate Institute, 781 N. Lee ggtreet, Suite 312, Alexandria, VA 2314. 1f50uthefnP1312�SIrjlumberisspec1fied,thede5tgnvatuesarethoseeffective06 0112013byAt.3C Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593238 27371 R -HJ2F Diagonal Hip Girder 4 1 Job Reference (optional test Goasl 1 russ, i-on Pierce, FL. 3494b r.63U s Jul 11 zu14 MI I ex Inauslnos, Inc, wee ucl [ 11:41:zu zu14 raga 1 ID:ZzzSW7dbHNFuh_Dbh3Qzs4yZoP7-grZD?d010EEasN6doog0uMVpmcxjwkyA51XraFyQu3T i 5-2-12 6-5-0 1a-7-2 5-2-12 1-2-4 4-2-1 6.47 12 5 6 4x6 = 5x10 = 3.23 F12 6-5-0 -2 5-e5 4-6 4-1-15 0-0-2 Scale = 1:35.9 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.02 7-8 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.02 7-8 >999 240 BCLL 0.0 • Rep Stress [nor NO WB 0.30 Horz(TL) -0.01 7 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 62 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-15 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-8: 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3 Installation guide. REACTIONS. (lb/size) 8=1519/0-8-11, 7=-670/Mechanical Max Harz 8=463(LC 14) Max Uplift B=-1629(LC 15), 7=-1006(LC 11) Max Grav 8=1674(LC 18), 7=738(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-371/672, 2-3=-893/833, 5-7=-285/189 BOT CHORD 1-12=-128/420, 7-8=-684/585 WEBS 3-7=-653/775,3-8=-1337/985, 2-8=-667/744 NOTES- ' 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Comer(3) 0-0-0 to 4-2-15, Exterior(2) 4-2-15 to 10-7-2; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1629 lb uplift at joint 8 and 1006 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) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 159 lb down and 100 lb up at 5-3-14, and 159 lb down and 100 lb up at 5-4-9, and 369 lb down and 659 lb up at 10-3-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-100, 5-6=-100, 8-9=-20, 7-8=-20 FL Cert. 6634 October 22,2014 Continued on a e 2 WARNING-Vedtydesign uad READ M17F$GN7Ur9AM1 IMSUDED)111 f7ER.:Ntk4YiGENII-M73 ma If29/201401TOMUSE ' Design valid for use only with M7ek connectors. This design Is based only upon parameters shown, and is for an Individual building component. �` Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlormat on vagoble from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 2314. If Southern �iile�SN} I umber isspe hiedr the dmigon values ate l:htlstl efiel live tT6A0112013 by At.SC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593238 27371 R -HJ2F Diagonal Hip Girder 4 1 Job Reference o tional East coast 1 russ, Fort Pierce, FL. 34946 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 7=321(B) 13=95(F=48, B=48) 7.530 s Jul 11 2014 MITeK Industries, Inc. Wed Oct 22 11:41:20 2014 Page 2 ID:ZzzSW?dbHNFuh_Dbh3Qzs4yZoP7-grZD?d010EEasN6doogOuMVpmcxjwkyA5lXraFyQu3T WARATM • Vedfr deWq. j--t en sad AFAa A00S ON'TIMSAM JdK VT M MT WKRFFF.RF'htX 11AGE Mll- AID it a Y/2.9/2Old aF.7'OAFN56 Design valid for use only with M71 ek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information Ova able from Truss Plate Institute, 781 N. Lee Streat, Suite 312, Alexandria, Vq 2314 i5authernRtlle�SR furnirarisspetMed,thetic3rggnvaiuesare thos> et#ectivett5 1/1013byAtSSC WOW 6904 Parke East Blvd. Tampa, FL 33610.4115 Job Truss Truss Type Qty lubhouse Addition T6593239 27371R -HJ2K Jack -Open 1 1 Job Reference footionall East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Wed Oct 22 11:41:20 2014 Page 1 ID:ZzzSW7dbHNFuh_Dbh3Qzs4yZoP7-grZD7d010EEasN6doogOuMVmccljwizA5lXraFyQu3T • -2-6-4 5-0-10 2.,4 5-0-10 Scale=1:31.5 6 3.23 12 2x4 II 0- 6 5-0-10 0- 6 5-0-4 Plate Offsets (X Y)— i5.0-1-12 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.84 Vert(LL) -0.03 5-6 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.26 Vert(TL) -0.07 5-6 >786 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.42 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix-S) Weight: 36 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer alla' REACTIONS. (lb/size) 6=609/0-8-3, 4=212/Mechanical, 5=446/Mechanical Max Horz 6=409(LC 4) Max Uplift6=-262(LC 4), 4=-1081(LC 6), 5=-632(LC 5) Max Grav 6=645(LC 10), 4=271(LC 5), 5=1584(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-652/386, 3-4=-517/128 BOT CHORD 5-6=-426/279 WEBS 3-5=-1486/463, 2-5=-269/424 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Comer(3) -2-6-4 to 1-8-11, Exterior(2) 1-8-11 to 4-11-14; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates for 0 degree rotation about its center. checked a plus or minus 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦��''1/��� �♦ ) I N Q 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Tit between the bottom �♦ ♦� gyp.••,,... <� .. G E lV S � • �� chord and any other members. ♦� , � � •• F•••, 5) Refer to girder(s) for truss to truss connections. ♦ 6) Bearing at joint(s) 6 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity N 68182 •� of bearing surface. * * • 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 262 lb uplift at joint 6, 1081 lb uplift at joint 4 and 632 lb uplift at joint 5. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''/z' gypsum sheetrock be applied directly to the bottom chord. 5 T F 9) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement the bearings. Building designer for indicated. 00. Z(/ �j, •. Q;•' at must provide uplift reactions Q �$♦♦♦ fit 1111t%% FL Cert. 6634 . , October 22,2014 ® WARMIM -Wi fydesign parrmen . a.dREAD A07ESGM7706AW INaUDED MITFKREFEREMXFAGEMM-7413 ma I1241201dWaREUSE Design valid for use only with MITek connectors: This design is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MOW ,a Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criterla, DSB-8y and BCSI Building Component 6904 Parke East Blvd. Safety Inlor nf If va• able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, V9q 2314 1f South ern P ine�SP lumber isspec ified, the design values are these effective G6�01 f I013 by ALSO Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593240 27371R -HJ3F Diagonal Hip Girder 4 1 Job Reference (optional) East coast I cuss, von Pierce, FL. 34945 I.WU S JUI 11 ZU14 MI I eK Inousines, mc, wea uci" 11:41:zi za14 raga 1 ID:ZzzSW7dbHN Fuh_Dbh3Qzs4yZoP7-817bDzlwnXMRUXgpM WCFRa1 yh?Jkf5bKKhH06hyQu3S r1-1-0 4-11-2 10-5-5 16-2-15 i 1-1-0 4-11-2 5-6-3 5-9 11 6.47 12 8 9 $1 Scale = 1:54.8 11 - 3.23 112 3x4 = 5x6 44 = 4-2-15 4 11- 10-5-5 16.2-15 4-2-15 8- 18-3 5-9-11 Plate Offsets (X Y)- f3.0-1-11 0-3-41 f11.0-2-8 0-2-121 f12.0-2-8 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.82 Vert(LL) -0.05 11-12 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.13 11-12 >999 240 BCLL 0.0 ` Rep Stress Incr NO WB 0.65 Horz(TL) -0.01 11 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 100 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 `Except* end verticals. Except: 10-13: 2x6 SP SS 1 Row at midpt 5-8 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-3-4 oc bracing. SLIDER Left 2x4 SP No.3 1-6-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 11=605/Mechanical, 13=990/0-8-3 Max Harz 13=281(LC 4) Max Uplift I 1=-728(LC 7), 13=-1045(LC 5) Max Grav 11=1295(LC 23), 13=1564(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-752/1309, 4-5=-723/1168, 5-6=-1016/983, 6-7=-945/895 BOT CHORD 2-17=-902/1230,3-16=-1245/819,3-14=-1056/781,3-21=-1056/781,21-22=-1056/781, 13-22=-1056/781,13-23=-988/599,12-23=-1112/681,12-24=-864/811,11-24=-930/1090 WEBS 5-13=-1183/814, 5-12=-846/1229, 7-12=-663/719, 7-11=-955/948 NOTES- `,,111111111//1�, 1) Unbalanced roof live loads have been considered for this design. �� 01 N �e 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; Lumber DOL=1.60 DOL=1.60 ,OP.Q•. • -�j ENS + • • �i� C-C Corner(3) -1-1-0 to 3-1-15, Exterior(2) 3-1-15 to 16-2-15; cantilever left and right exposed ; plate grip its ,• Ci •� 11 3) Plates checked for a plus or minus 0 degree rotation about center. 4 This truss has been designed for a 10.0 sf bottom chord live load nonconcurrent with an other live loads. 9 P Y N 68j82 •� 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,+• * *�. fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 728 lb uplift at joint 11 and 1045 lb uplift at -Q ; joint 13. •: i� '• T O F Z 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. • C7 441 e ��� 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. •. Q` .' % �j 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 149 lb down and 223 lb up at top lb lb and 148 own and94!4 ••• �.��,�� i���ss rd, and and 6010 chorda The design/seown 13 on bottoml20 and 705 b down9-3-3 on 1b up atW 4-3156and 445 lb down and 212 b up at lection lion of such 0 N A� Ec.���, 111111111��, connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard FL Cert. 6634 October 22,2014 Continued on a e 2 A WWHN,G •V ,ntydesign paramewrs and RFi10 MITES ON TNISAM INC.LIDF.D N7TFKR£FEREACEAAGFN71.7473 ma 1/29/20140010MUSE Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informs Ion vapable from Truss Pla)e Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. if iauthern'rrte�5pptumberisspecilied,thedesignvaluesarethoseaflectiv�06 0112013byAtSC Tampa, FL 3361 D-4115 Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593240 1 27371R -HJ3F Diagonal Hip Girder 4 1 Job Reference (optional) ham coast truss, ron Pierce, rL.3494s LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-100, 8-9=-100, 14-16=20,13-17=-20, 10-13=-20 Concentrated Loads (lb) Vert: 6=-76(B) 22=-7(F) 23=328(F=282, 13=46) 24=-887(F=-276, B=-611) /.b'Su s Jul 11 LU14 MI I eK maustnes, Inc. vvea ucl zz 11:41:zi zu1q rage z ID:ZzzS W?dbHN Fuh_Dbh3Qzs4yZoP7-817bDz1 wnXMRUXgpM WCFRa1 yh7Jkf5bKKhHO6hyQu3S Aw,gR&zrn--dfrdesign parumem-and READt M0117NIS AND MaUDED MITEKREFEREACEPAGE Mfr-1473 ma I1291202QOFFOfl ME Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component. �' Dal' Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity, of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safe Informa Ion vo able from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 2314. 1i5authern ifle�SP�lumbermspezified,thedesignvaluesaretheseeifective06 0112013byAISC Tama FL 33610-4115 p' Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593241 27371R -HJSA Jack -Open 2 1 b Reference (optional) test coasttruss, ronvierce,rL.s4y4b r sa io„. I.-I...-",,.+,.4,��,��oy�, ID:67UgitGmVgxDOkpUt8gBc8ygeB 1-817bDzl wnXMRUXgpM WCFRa13_7MtfBc1KKhH06hyQu3S 3-1.4 5-3-1 , 3-1-4 2-1-12 1x4 II Scale = 1:20.0 46 i 2 2-5:-51 1 0-8.3 2-1-12 Plate Offsets (X Y1f1:0-0-13 0-1-81 f7.0-2-8 0-2-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.33 Vert(TL) -0.00 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(TL) -0.01 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 28 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-1 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 SP No.3 1-6-0 be installed during truss erection, in accordance with Stabilizer guide,Installation REACTIONS. (lb/size) 5=4/Mechanical, 7=795/0-8-3, 6=180/Mechanical Max Horz 7=243(LC 4) Max Uplift5=-74(LC 4), 7=-1204(LC 4), 6=-180(LC 1) Max Grav 5=15(LC 3), 7=826(LC 9), 6=410(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-624/381 BOT CHORD 1-7=-308/557, 6-7=-303/397 WEBS 3-7=-719/901, 3-6=-468/354 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. ll; Exp C; Encl., GCpi=0.18; C-C Corner(3) 0-0-0 to 4-2-15, Exterior(2) 4-2-15 to 5-2-5; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. ,,r,1�� r11rr� 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� V IN V � 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 % P.�,. • • • h *j fit between the bottom chord and any other members. `�� '� .• •� G E N S •• `� �ii 5) Refer to girder(s) for truss to truss connections. `� •• V F•••• 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 lb uplift atjoint 5, 1204 lb uplift atjoint 7 a N 68182 and 180 lb uplift at joint 6. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. T ;O• i •,� 10P,•�=`�� rrrrnn��� FL Cert. 6634 October 22,2014 ® XAWhG -Verify desr.7a pan, arem aad RFAD A07ESGf17N7SAND 7NaLMED M7TEKR£FERENCE PAGE W14473 m . 11231201459M ME � Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer, Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 2314 1t5autherrlPine�SP�tumberisspecified',thedesignvaluesarethoseeffectiveQTi 01J1013byALSC Tempe, FL 33610.4115 Job Truss Truss Type city Ply PGA Clubhouse Addition T6593242 27371 R -HJ7A Diagonal Hip Girder 1 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 11 2014 mi f eK Inausines, Inc. Wee UCi ZZ 11:41:Z1 Zu14 rage 1 ID:67UgitGmVgxDOkpUt8gBcByqeB 1.817bDz1 wnXM RUXgpM WCFRa1 y77FOfDyKKhHO6hyQu3S 1-0.14 6-7-15 , 1-0.14 5-7.1 3x8 M18SHS = 53x4 II 3.12 F12 I� ch 4 Scale=1:34.8 1-o-14 6-7-15 1-0-14 5-7-1 Plate Offsets (X Y)— 12.0-2-8 0-3-01 13.0-3-0 0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.80 Vert(LL) -0.05 4-5 >999 240 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.12 4-5 >610 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.18 Horz(TL) -0.04 4 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 47 lb FT = O% . LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-7-7 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7=403/0-8-0, 3=1831Mechanical, 4=244/Mechanical Max Harz 7=403(LC 4) Max Uplift7=-227(LC 4), 3=-242(LC 4), 4=-381(LC 4) Max Grav7=411(LC 15), 3=224(LC 15). 4=311(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-283/0 BOT CHORD 6-7=-403/111, 2-6=-510/608, 5-10=-470/267, 4-10=-4721296 WEBS 1-6=-222/428, 2-4=-301/508 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Comer(3) 0-1-12 to 4-4-10, Exterior(2) 4-4-10 to 6-7-15; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 ,11j111111 f f 11111 2) All plates are MT20 plates unless otherwise indicated. `+,� QV 1 N V 1I� 3) Plates checked for a plus or minus 0 degree rotation about its center. live loads. ,�� Q�•,. • • `�� O • G E Ng �• 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other ' 3-6-0 tall by 2-0-0 wide will `� , • •• V F•••• 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle ,� fit between the bottom chord and any other members. N 68182 •; 6) Refer to girder(s) for truss to truss connections. ; * * i 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 227 lb uplift at joint 7, 242 lb uplift at joint 3 and 381 lb uplift at joint 4. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. T O F 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 55 lb down and 32 lb up at 4-0-4, and 58 lb down and 32 lb up at 4-1-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of ��� •. �� Q P .' ��,�� others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ,��1ss O N AL ,�,,` 11 LOAD CASE(S) Standard ff f 111111j11, 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (3I�100, Vert: 6-7=-20, 4-5=20 FL Cert. 6634 October 22,2014 Continued on page. 2 ®WARNMU Nedfrdasign par —m. u4d READ NOM ON VUSAM IM2.uDFD t4 UKREFFREHCSPAGE Mfr-7423 nr a 1129120WEFMME " Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the M iTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va--ppable from Truss Plate In titute, 781 N. Lee Street, Suite 312, Ale andda, VA g2314. USoutherni~tr1e�51rflumberisspecife,the deMgnvalues are these eitnetGve,G6J1D112013hyAL5C Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593242 27371 R -HRA Diagonal Hip Girder 1 1 Job eference o t'o a test coast rruss, von Pierce, FL. 34946 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 10=65(F=-31, B=-34) LOW S Jul 11 Zu14 mi i ex mousmes, inc. vvee vc[ L 1 1 A —S 4— reye c ID:67UgitGmVgxDOkpUt8gBcByqeB 1.817bDzl wnXMRUXgpM WCFRal y77FOfDyKKhHO6hyQu3S AWARN2M.s-Verifydeskln panmePn and READ NOTES ON 77USAM lHaUDED M7TEKREEEREACEFACEM11-7473 m1. I12912014FDFf MWE Design valid for use only with Miiek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilllty of the M iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer, For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Ifllorma Ion va able from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, Vqq 222314. IfSoutllem ine�SP�lumberisspecified,thedesignvaluesaretheseeffective06,r01/2013byALSC Tampa, FL 33610.4115 Job Truss Truss Type city Ply PGA Clubhouse Addition T6593243 27371R -HJ11A Diagonal Hip Girder 2 1 Job Reference (optional east Uoast I russ, ton coerce, I-L.'S494a I.03o s Jul n Zu14 MI I UK Inausates, inc. vvua — t i — r i r — w rayu , ID:67UgitGmVgxDOkpUt8gBc8ygeB1-GGt5Nb_PjJs07vN27g7JHkl0000hkQ6kP3JBzwyQu3W 3-1-9 6-10.2 { 1D-10.2 r 3-1-9 3." 4-0-0 2.88 112 3x4 = 5x5 = 6.47 12 5 6 Scale = 1:36.6 LOADING (psf) TCLL 30.0 TCDL 20.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC20101TPI2007 CSI, TC 0.32 BC 0.28 WB 0.11 (Matrix-M) DEFL, in Vert(LL) -0.02 Vert(TL) 0.01 Horz(TL) -0.00 (loc) I/defl L/d 8-9 >999 240 8-9 >999 180 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 60 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (lb/size) 9=608/0-8-3, 7=165/Mechanical Max Harz 9=472(LC 4) Max Uplift9=-540(LC 5), 7=-280(LC 4) Max Grav 9=735(LC 18), 7=441(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=398/369, 2-13=484/315, 3-13=-353/191, 3-4=-252/190, 5-7=-2661174 BOT CHORD 1-9=-297/382, 9-15=-290/119, 8-15=-312/111, 7-16=-144/254 WEBS 2-9=-621/372, 2-8=-153/268, 3-8=-303/35, 3-7=-260/147 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpl=0.18; C-C Corti 0-0-0 to 4-2-15, Exterior(2) 4-2-15 to 10-10-2; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates for 0 degree rotation about Its center. 1��/��� checked a plus or minus 3) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. �1�� ,` I N vF�� 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 tali by 2-0-0 wide will `���OQ.�,. • • • �j •� G E Ng • • ��� fit between the bottom chord and any other members. `� , _.• F•••. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except Qt=lb) 9=540, N 68182 •; 7=280. * ; 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) 224 lb down and 303 lb up at 5-9-11, and 331 lb down and 372 lb up at 7-9-2 on top chord, and 56 lb down and 179 lb up at 5-9-11, and 34 lb down and 109 lb up at 7-9-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. % T F .• (�/ 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ��i� LOADCASE(S) Standard Plate Increase=1.25 s'• ,••• �Q•••t��,�� 1) DeRoof Live (balanced): Lumber Increase=1.25, ,,`��,, Uniform Vert: 1-5=100, 5-6=-100, 9-10=-20, 7-9=-20 I", 3110 Concentrated Loads (lb) Vert: 13=255(B) 14=98(F) 15=106(B) 16=64(F) October 22,2014 ® WARNING -Vdfydeshpp.—Mrs®adREADM7ESGN7Hr5AND1Nr1LMEDMITEKREFERENEINGEM77-M73mKI/R/201daErOPI SE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ■■Hi�• Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salety I formation vaiable from Truss Plate In tltute, 781 N. Lee Street, Suite 312, Ale andria, VA 2314 1f5out�ernPrnejSP Tumberisspeiitiet,thedetignvafuesarethoseefectierE06 01J1013byAL5C Tampa, FL 33610.4115 b TruSS Truss Type Qty Ply PGA Clubhouse Addition T6593244 IJ0� 27371R MT01 HALF HIP GIRDER 1 2 Job Reference (oationall East Coast Truss, Fort Pierce, FL. 34946 7.530 a Jul 112014 MiTek Industries, Inc. Wed Oct 22 14:30:14 2014 Page 1 ID:67UgitGmVgxDOkpUt8gBc8yqeB 1-K4UVIjAjSRy6tlOxREIXWwDZehgMLsBpPhN5GtyQrb7 2-8-12 8-6-13 144-14 19-3-14 24-2-14 2-8-12 5-10-1 5.10-1 4-11-0 4-11-0 5.54 12 2x4 II 6x8 i 7x8 II 14 22 13 12 11 10 5x8 II 48 = 10x10 M18SHS = 6x8 M18SHS = 3x8 II 6x8 M18SHS = 5x12 = 2x4 II LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 20.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC20101TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x8 SP SS *Except* 1-16: 2x4 SP No.3, 2-15: 2x8 SP No.2 WEBS 2x4 SP No.3 *Except* 8-9: 2x6 SP No.2, 8-10: 2x4 SP No.2 REACTIONS. (lb/size) 9=383310-8-0, 15=7316/0-8-11 Max Horz 15=820(LC 5) Max Uplift 9=-1821(LC 5), 15=-2320(LC 4) Max Grav 9=3846(LC 19), 15=7316(LC 1) Scale = 1:49.0 I6 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 1.00 Vert(LL) 0.28 12 >903 360 MT20 244/190 BC 0.60 Vert(TL) -0.59 12 >421 240 M18SHS 244/190 WS 0.97 Horz(TL) 0.06 9 n/a n/a (Matrix-M) Weight: 354 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals.. [PSA) BOT CHORD Rigid ceiling directly applied or 8-5-11 oc bracing. WEBS 1 Row at midpt 3-6, 6-14 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-777/350, 2-3=-637511955, 3-19=-298/134, 4-19=-281/163, 4-5=-273/211, 6-12=-674/1648, 5-6=-307/274, 6-7=-846113988, 7-20=-8461/3988, 8-20=-8461/3988, 8-9=-3446/1653 BOT CHORD 1-15=-297/761,15-21=-758/1418,14-21=-758/1418,14-22=-5785/13141, 13-22=-5785/13141, 12-13=-5785/13141, 11-12=-5993/13373, 10-11=-5993/13373, 9-1 0=-213/440, 2-15=-3830/1418 WEBS 2-14=-169414652, 3-14=-1318/3934, 3-6=5924/2285, 6-14=-7822/3541, 6-10=-5214/2129, 7-10=-924/465, 8-10=-4044/8601 NOTES- 1) 2-ply truss to be connected together with IOd (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-2-0 DO. Webs connected as follows: 2x4 - 1 row at 0-9-0 DO. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpl=0.18; C-C Exterior(2) 0-2-1 to 3-1-15, Interior(1) 3-1-15 to 24-0-2; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise Indicated. 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1821 lb uplift at joint 9 and 2320 lb uplift at joint 15. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the ahalysis.and design of this truss FL Cert. 6634 October 22,2014 &WARNLAG _V dff d W9n pammeo!. and READ M VS ON RR'S AND 1MSUDED N1TEK9FFERFME PAGE N114473 ma 1119120MBEFOUME Design valid for use only with Wek connectors. This design is based only upon parameters shown, and is for an Individual building component. �- Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown iSo Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the iviiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vo able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Ale andria, VA 2314 ifSouthem Pine7SPI lumberisspeciiied,thedesignvalutsarethoseaf ective45 01fi013byAF.SC Tampa, FL 33610-4115 Type Qty Ply PGA Clubhouse Addition T6593244 HIP GIRDER 1 n test coast I russ, Fon HIM% -L. 34948 6a4u a uul 11 Zu14 MI I eK mau sines, Inc. vveo uci ZZ 14:Ja:14 Zu 14 rage L I D:67UgitGmVgxDOkpUtBgBc8yqeB 1-K4UVIjAjSRy6tlOxREIXVVWDZehgMLsBpPh N5GtyQrb7 NOTES- 12) Hanger(s) or other connection devlce(s) shall be provided sufficient to support concentrated loads) 1184 lb down and 253 lb up at 3-6-15, 1721 lb down and 435 lb up at 3-8-5, 935 lb down and 244 lb up at 8-9-10, 1430 lb down and 410 lb up at 8-11-0, 721 lb down and 385 lb up at 14-0-6, 1021 lb down and 435 Ib up at 14-1-12, and 306 lb down and 270 lb up at 19-3-1, and 464 lb down and 332 lb up at 19-4-7 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 (plf) Vert: 1-5=-100, 6-8=-152(F=-52), 1-15=-20, 9-15=-20 Concentrated Loads (Ib) Vert: 12=-1742(F=-721, B=-1021) 14=-935(F) 10=-770(F=-306, 6=-464) 21=-2905(F=-1184, B=-1721) 22=-1430(B) ®WAWAG•Verity design ran, meters cad READ AOTESON MTSAM IINSVDED NITEKREEEREM.EFAGE NII-7473 mK IJ27120MBITCAEUSE Design valid for use only with MfTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �' Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity, of the WOW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criterla, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. I1StruthemfYine�SP�fumlrerisspecified,thedesignvaluesarethoseeffective0fi 102/2013byAUX Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593245 27371 R MT02 Half Hip Girder 1 1 Job Reference (oolional) test Coast I russ, Fon Pierce, FL. 34945 I.0 3u s Jul rl zul4 Mu UK muusmes, inc. vveu ua cc i I A I — N" reye i ID:67UgitGmVgxDOkpUt8gBcByqeB 1.4QEMef2AJ9d9jggCTxEj W?7J WpxR7zado7mVBayQu3Q 2-9-8 8-7-9 14-5-10 i 17-1.10 2-9.8 5-10-1 5-10-1 2-&0 48 = 2x4 II 5.54 12 3x4 II NAILED Scale = 1:46.9 LOADING (psf) TCLL 30.0 TCDL 20.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC2010/TP12007 CSI. TC 0.73 BC 0.77 WB 0.82 (Matrix-M) DEFL. in Vert(LL) -0.07 Vert(TL) -0.17 Horz(TL) 0.02 (loc) I/deft L/d 9-11 >999 360 9-11 >949 240 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 132 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-0 oc purlins, except BOT CHORD 2x8 SP No.2 *Except* end verticals. 1-13: 2x4 SP No,3, 2-12: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-0-3 oc bracing. WEBS 2x4 SP No.3 'Except' WEBS 1 Row at midpt 3-6 7-8: 2x6 SP No.2, 7-9: 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=2143/0-8-6, 12=4144/0-8-11 Max Harz 12=875(LC 5) Max Uplift 8=-1065(LC 5), 12=-1072(LC 4) Max Grav 8=2182(LC 19), 12=4144(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-572/338, 2-3=-2495/276, 3-16=-294/140, 4-16=-278/167, 4-5=-269/217, 6-9=-1270/597, 5-6=-310/276, 6-7=-2938/1407, 7-8=-1993/988 BOT CHORD 1-12=-281/592, 11-12=-435/554, 10-11=-1313/2943, 10-17=-1313/2943, 9-17=-131312943, 2-12=-1929/611 WEBS 2-11=-51712140,3-11=-267/1297,3-6=-22771720,6-11=-808/434, 7-9=-1617/3359 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-2-1 to 3-2-8, Interior(1) 3-2-8 to 16-10-14; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 10. 5) Plate(s) at joints) 4, 5, 9, 8, 1, 1, 12, 2, 11, 3, 6 and 7 checked for a plus or minus 0 degree rotation about Its center. 6) Plate(s) at joint(s) 10 checked for a plus or minus 2 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1065 lb uplift at joint 8 and 1072 lb uplift at joint 12. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) "NAILED" indicates 3-12d (0.148"x3,25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1194 lb down and 255 lb up at 3-5-2, 692 lb down and 86 lb up at 3-5-12, and 945 lb down and 243 lb up at 8-7-13, and 411 lb down at 8-8-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) Special hanger(s) or other connection device(s) shall be provided starting at 14-3-14 from the left end to 16-10-14 sufficient to connect truss(es) to front face of top chord. The design/selection of such special connection device(s) is the responsibility of others. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). %t,00I N 1IVF 'i ,�� ' .•�\ E NS�•. � pie i N 68182 3:. T //1f111111 FL Cert. 6634 October 22,2014 Continued on page 2 ®WARMIAG-Yenfydesignpai-amamn and RFAD F47ESGM TUTS AND IAFIUDED MITEKREEEREM.E PAGE MII- 7423 ma I/7912014OLF NEUSE Design valid for use only with Wok connectors. This design Is based only upon parameters shov,m, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer -not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 t4 Lee Street, Suite 312, Alexandria, VA 314. 11 Southern Pine�SP� lumber isspecified, the design values ara those effective 06 112013 byALSC Tampa, FL 33610-4115 Truss Truss Type Qty Ply PGA Clubhouse Addition T6593245 IJob 27371R MT02 Half Hip Girder 1 1 Job Reference (oolionall East Coast Truss, Fort Pierce, FL. 34945 /04u soul i i — m rvll I tlM1 mu-m... inc. vvuu we i i— ,v r.u— ID:67UgitGmVgxDOkpUt8gBc8yqeB1-4QEMef2AJ9d9jggCTxEj W17J WpxR7zado7mVBayQu3Q LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-100, 6-7=-152(F=-52), 1-12=-20, 8-12=-20 Concentrated Loads (lb) Vert: 12=-1886(F=-692, B=-1194) 11=-1356(F=-411, B=-945) 17=-902(F=-164, B=-738) 11 WARNZAV -ye,ffptlelk n Aaremarers mad REM WTF.S ON'7H7SAM IM 20DED MITFKRFFFRFhaFPAGEM1F-M73 ma I1d91Md1ff0AFbM � Design valid for use only with MRek connectors. This design is based only upon parameters shown, and Is for an individual building component. �, Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the iVliTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Inlormatlpn vallable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 3361 D-4115 if5asrthernR'inc O 1umberis5necifiecLthe de§ianvafuiLsamthese i2f, iu�{N6 112013byAM Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593246 27371R MV3 Valley 1 1 Job Ia erence o 'o al East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Wed Oct 2211 A1:24 2014 Page 1 ID:67UgitGmVgxDOkpUIBgBc8yqeB1-Zcokr73o4SIOL P01ely3CfcjDRAscZmOfV3jOyQu3P 3-1.8 3.1.8 1 d 2x4 G 2x4 II LOADING (psf) SPACING- 2-0-0 CS'. TCLL 30.0 Plates Increase 1.25 TC 0.26 TCDL 20.0 Lumber Increase 1.25 BC 0.10 BCLL 0.0 ` Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2010/TP12007 (Matrix) DEFL. In (loc) I/defl Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(TL) n/a n/a 999 Horz(TL) 0.00 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 ( BOT CHORD REACTIONS. (lb/size) 1=141/3-1-0, 3=141/3-1-0 Max Horz 1=140(LC 4) Max Uplift 1=-76(LC 4), 3=-147(LC 4) Max Grav 1=152(LC 9), 3=171(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:10.8 Weight: 10 lb FT = 0% Structural wood sheathing directly applied or 3-1-8 oc purlins, 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=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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 76 lb uplift at joint 1 and 147 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,,,QV IN 1111111 V N 68182 fib: �XZ T F : 441 �40 of 1 � FL Cert. 6634 October 22,2014 ®WARA M7-Venfrdesgn rammaten and FEAR A07rSCNVITSAW 1AMMED MITEKRET'ERME PAGE M114473 rea 1/29/2014BITOMOSE Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for laterol support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbllllty of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Cdterla, DSB-89 and SCSI Building Component 6904 Parke East Blvd. SafetyInformation va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. Vqq 2314. ifliauthempine�SP�lumberisspecified, the design values arethose effective ❑6 01J2013byALSC Tampa, FL 33610-4115 Truss Truss Type Qty Ply PGA Clubhouse Addition IJob T6593247 27371 R MV5 Valley 2 1 Job Reference (oationall East Coast Truss, Fort Pierce, FL. 34946 i 7.530 s Jul 112014 MITek Industries, Inc. Wed Oct 22 11:41:24 2014 Page 1 I D:67UgitGmVgxDOkpUt8gBceyqeB 1-Zcokr?3o4SIOL_PO1 ely3CfbgDRtsbhmOfV3j0yQu3P 2.2.13 5-" , 2-2-13 3-2-11 Scale=1:16.9 5 4 2x4 ! 1x4 II 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plates Increase 1.25 TC 0.31 TCDL 20.0 Lumber Increase 1.25 BC 0.12 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 BCDL 10.0 Code FBC2010iTPI2007 (Matrix) DEFL, in (loc) I/defl L/d PLATES GRIP Vert(LL) n/a n/a 999 MT20 2441190 Vert(TL) n/a n/a 999 Horz(TL) 0.00 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=30/5-5-0, 4=150/5-5-0, 5=381/5-5-0 Max Horz 1=265(LC 5) Max Uplift 1 =-21 (LC 6), 4=-155(LC 5), 5=-387(LC 5) Max Grav 1=125(LC 5), 4=181(LC 9), 5=460(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=291/106, 2-6=-281/131 WEBS 2-5=-397/406 Weight: 20 lb FT = 0% Structural wood sheathing directly applied or 5-5-8 oc purlins, 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=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-7-9 to 3-7-9, interior(1) 3-7-9 to 5-3-12; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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 21 Ito uplift at joint 1, 155 lb uplift at joint 4 and 387 lb uplift at joint 5. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. J�%%,pU I N' f VF i *; N 68182 :*: �X: '1� T O F :• �/ FL Cert. 6634 October 22,2014 ®WARNiP&-VeriPr design parumemn,rnd READPMESGN 71USAND JAWMED MITEKREFEREACEME Mrr-7473 m. 11"1201fEMO WE f Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an individual building component.p Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillify of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 2314. If*P' neISP� lumber is sp ecified, the d BsigT1 values are those effective 05 101%2013 by ALSO Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593248 27371R MV8 Valley 2 1 I Job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 i 7.530 5 Jul 112014 MiTek Industnes, Inc. Wea OC7 ZZ 11:41:Z4 Zu14 vage 1 ID:67UgitGmVgxDOkpUt8gBc8ygeB1-Zcokr73o4SIOL P01ely3CfY7DPdsbdmOfV3j0yQu3P 7-9.8 2x4 i 1x4 II 42x4 II Scale = 1:23.3 LOADING (psf) TCLL 30.0 TCDL 20.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC20101TPI2007 CSI. TC 0.49 BC 0.20 WB 0.12 (Matrix) DEFL. In Vert(LL) n/a Vert(TL) n/a Horz(TL) 0.00 (loc) I/deft Ud n/a 999 n/a 999 4 file n/a PLATES GRIP MT20 244/190 Weight: 30 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 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. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer guide,allation REACTIONS. (lb/size) 1=149/7-9-0, 4=184/7-9-0, 5=509/7-9-0 Max Horz 1=324(LC 5) Max Uplift4=-182(LC 5), 5=-394(LC 5) Max Grav 1=149(LC 1), 4=217(LC 9), 5=601(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=314/114, 2-6=-293/155 WEBS 2-5=-509/419 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-7-9 to 3-10-12, Interior(1) 3-10-12 to 7-7-12;'cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable bottom bearing. requires continuous chord 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,�t%J11111111111� �� V 1 N V ��� 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 other �-.% P ......... �jl E N •• chord and any members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 182 lb uplift at joint 4 and 394 lb uplift at `�� , .••�% •' �. CC•�•, joints. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. �� :• N 68182 * �� :�0:• T F :•� FL Cert. 6634 October 22,2014 AWARNIAG -Verify desk" pan, memo •ad READ AGTESGN719SAND INaWED MITEKREFERERCEPAGEMt1.m73 rez I12912016BEFOU113E Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. �, Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. safety Inlorma Ion v able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 2314 li5authemRine75��lumizerisspecified,thedesia values are those effectivee6 03/i013byALSC Tampa, FL 33610.4115 Job Truss Truss Type City Ply PGA Clubhouse Addition T6593249 27371R PB01 Valley 2 1. ob a erence o do al East coast Truss, Fort Pierce, FL. 34946 t,= 5 JUI 11 ZU14 MI I eK Inousines, Inc, vvea uct zz 11:4720 Zu14 rage 1 ID:ZzzSW7dbHNFuh_Dbh3Qzs4yZoP7-1pM62L4RrmttzB_abMGBbQCgUdh8b2uwFJFcFSyQu30 i 6.4.9 12-9-1 6-4-9 6-4-9 Scale = 1:25.7 4x6 I I 4x4 = e 44 = 0- 7 12-8-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.70 Vert(LL) n/a nla 999 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.50 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix) Weight: 43 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.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 12-8-3. (lb) - Max Uplift All uplift 100 lb or less at joints) except 1=-752(LC 9), 5=-752(LC 9), 2=-611(LC 4), 4=-614(LC 5). 6=-143(LC 5) Max Grav All reactions 250 lb or less at joints) except 1=379(LC 5), 5=377(LC 4), 2=1348(LC 9), 4=1348(LC 9). 6=677(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-180/385, 2-7=-260/103, 4-8=-260/104, 4-5=-179/385 WEBS 3-6=-536/172 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-3-8 to 3-3-8, Interlor(1) 3-3-8 to 6-4-9, Exterior(2) 6-4-9 to 9-4-9; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 , �`�OP% ,���»►I�� 3) Plates checked for a plus or minus 0 degree rotation about its center. QU N 4) Gable requires continuous bottom chord bearing. ,�•,. • • • • V ` �� � i� 5) This truss has been designed for a 10.0 psf bottom chord live load non concurrent with any other live loads. `� , •• �, E jV S �� 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 ,� V lC•••, �� fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 752 lb uplift at joint 1, 752 lb uplift at joint 5, • • N 6 8182 611 lb uplift at joint 2, 614 lb uplift at joint 4 and 143 lb uplift at joint 6. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 4, 6. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in,�, �) T F .e J# ,.% S L� N A` � .` FL Cert. 6634 October 22,2014 ®WARMM •Vedfl design p.—Pew..nd RF4D M7ESGN 7HrS.iMD lh'CLtMED Mf MX REFERE&W PAGE M,11-7473 rea 11191201dDf aULSE r Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Information vo able from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA y2314 If SouthernPine�SP�lumberisspec-ified,thedesignvaluesarethoseeffective0fr/0 jo13byAILSC Tampa, FL 33610-4115 obTruss Truss Type Qty Ply GA Clubhouse Addition [1, T6693250 1:0b 73711P PB02 Valley 2 1 Reference o t'o a East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITek Intlustries, Inc. Wed Oct 22 11:41:26 2014 Page 1 ID:ZzzSVV7dbHNFuh Dbh3Qzs4yZoP7-V?wUGg53o4?kaIZn83nQ8dkpjO?kKVg3Uz 9nvyQu3N 1-4.7 L 5-6-6 7-3-8 11-2-12 12-9-1 1-4-7 4.1-15 1.9.2 3-11-5 it Scale=1:23.3 4x4 = 5x5 = 4.95 F12 3x4 = 10 9 3x4 = 1x4 II 1x4 II 0- 7 5-5-15 1-9-2 5.5.10 Plate Offsets (X,Y)— I2:0-0-4.0-0-01 13:0-2-0.0-1-61 I6:0-2-0 0-1-61 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.80 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.61 Vert(TL) n/a n/a 999 BCLL 0.0 • Rep Stress Incr YES WB 0.09 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 43 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. All bearings 12-8-3. (lb) - Max Horz 1=-36(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 1=-381(LC 9), 8=-11O(LC 5), 2=-419(LC 5), 10=-192(LC 5). 9=-352(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 1=253(LC 5), 8=279(LC 9), 2=769(LC 9), 10=365(LC 11), 9=647(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-10=-335/240, 5-9=-449/299 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-3-8 to 1-4-7, Interior(1) 1-4-7 to 5-6-6, Exterior(2) 5-6-6 to 7-3-8, Interior(1) 10-3-8 to 11-2-12; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 381 lb uplift at joint 1, 110 lb uplift at joint 8 419 lb uplift at joint 2, 192 lb uplift at joint 10 and 352 lb uplift at joint 9. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 10, 9. 10) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in, 111111111111 ♦���, QV, N V FIIII, ♦ I .��,`♦ SOP `G E N *� N 68182 OF .,��ss',i N Al 11�C� �♦ FL Cert. 6634 October 22,2014 ®WMNfhG Ycdtydesrgn rarame�n +ad A&10 fATESGN7H7SAlA Ilar7.ilDED HITFKREFEREhCEa4GE Hfl•I4I3 mr. 2/L9/20IdaFFDAE7JSE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only, Additional temporary bracing to Insure stability during construction Is the responslblllity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MiTek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BC51 Building Component Safety Inlorma ton vappoble from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA y2314. 1tSouthem �ine�SPf lumber isspecified,the design, values are those effective05j0112013 byALSC 6904 Parke East Blvd. Tampa, FL 33810.4115 Job Truss Truss Type Qty Ply Addition FGAhouse T6693251 27371 R PB03 Valley 2 1 rence (optional East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITek Industries, Inc. Wed Oct 22 11:41:26 2014 Page 1 ID:ZzzSW7dbHNFuh_Dbh3Qzs4yZoP7-V7wUGg53c47kalZn83nQ8dko407sKVd3Uz 9nvyQu3N 1-4-12 5-6.5 7-2-13 i 11-4-3 12-9.1 , 1-4-12 4-1-9 1-8-7 4-1-7 1-114 7A N 4x4 = 5x5 = 4.95 12 4x4 = 10 9 3x4 = 1x4 II 1x4 II Scale = 1:23.3 0- 7 5-5-14 1 Plate Offsets (X Y)-- 13.0-2-0 0-1-61 16:0-2-0 0-1-61 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.84 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 20.0 Lumber Increase 1.25 BC 0.60 Vert(TL) n/a n/a 999 BCLL 0.0 ` Rep Stress Incr YES WB 0.09 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix) Weight: 43 Ito FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer allation e REACTIONS. All bearings 12-8-3. (lb) - Max Horz 1=-35(LC 4) Max Uplift All uplift 100 lb or less atjoint(s) except 1=-393(LC 9), 8=-105(LC 5), 2=-420(LC 5), 10=-196(LC 5), 9=-360(LC 4) Max Grav All reactions 250 lb or less atjoint(s) except 1=260(LC 5). 8=268(LC 9), 2=767(LC 9), 10=365(LC 11), 9=663(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 5-12=-34/255 WEBS 4-10=-345/243, 5-9=-465/308 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-3-8 to 1-4-12, Interior(1) 1-4-12 to 5-6-5, Exterlor(2) 5-6-5 to 7-2-13, Interior(1) 10-2-13 to 11-4-3; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 393 lb uplift at joint 1, 105 Ib uplift at joint 8, 420 lb uplift at joint 2, 196 lb uplift at joint 10 and 360 lb uplift at joint 9. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 10, 9. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 0%1 111111/��� ♦♦o�,`P00I N i N 68182 :�•� T OF :�/ f'1111N A`11 FL Cert. 6634 October 22,2014 ®WARNIMs-Verifgdasgn p..—M. -d READ M07ESGNPUSAW JUMP 7E0 MMKREFEREAtFPAGEMII-7473.. I129120Idwaffum Design valid for use onlywith MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbllllty of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. 1f5authe177Pine7SP�lumberisspecified,thede5ignvaluesaretheseeffettiwe4fi 01f1i013byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply PGA Clubhouse Addttion T6593262 27371R P804 Valley 2 1 ' Job Reference do al East Coast Truss, Fort Pierce, FL. 34946 �b 3-3-5 4.95 12 4x4 = 7.530 s Jul l l 2014 MiTek Industdes, Inc. Wed Oct 22 l l:41:27 2014 Pagel ID:ZzzS W7dbHNFuh_Dbh3Qzs4yZoP7-zBUsTO6hNN7bCS8zinJfgrH5MQTj3yACidkjKLyQu3M 3-7-11 9-11-0 3-4-6 3-3-5 Scale = 1:19.9 4x4 = _J L m N 5 2 6 1 N d jd 2x4 = 1x4 II 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.36 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 20.0 Lumber Increase 1.25 BC 0.11 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix) Weight: 29 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 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. All bearings 9-9-13. (lb) - Max Uplift All uplift 100 lb or less at joint(s) except 2=-172(LC 4), 5=-172(LC 4), 8=-225(LC 4), 7=-225(LC 4) Max Grav All reactions 250 lb or less at joint(s) 1, 6, 2, 5 except 8=354(LC 9), 7=354(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3.8=-297/243, 4-7=-297/243 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpl=0.18; C-C Exterjor(2); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 172 lb uplift at joint 2, 172 lb uplift at joint 5, 225 lb uplift at joint 8 and 225 lb uplift at joint 7. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 5, 8, 7. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. �,,,Q61 N "VF ,tee , •�,\ E N S(�:••;, �ii i N 68182 O T � N q1- ��,` FL Cert. 6634 October 22,2014 AwARNiCT,.-Vedf{desk)n parari V aad Rrita AMSCM714TSAND7M1aDED H1TFKREFEREMXPAGEM77.7473 ma I124120IMFOUME ■■■ Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbillity, of the WOWerector, Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Bullding Component 6904 Parke East Blvd. Satety Information vo able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. IfSouthemPine�SP�lumberisspecified,thedesignvatuesaretheseeffettiveQ6 O1jZD13hyALSC Tampa, FL 33610.4115 Truss Truss Type Qty Ply=Oe saAddilian [lo.,-b T6593253 71R PROS Valley 2 ce (optional East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Wed Oct 22 11:41:28 2014 Page 1 ID:ZzzSW7dbHNFuh_Dbh3Qzs4yZoP7-RO2FhM6J8hFSgbj9GUquD2gGvqpvoPPMxHTGsnyQu3L 3.3-4 6.8-3 9-11-7 3-3-4 3-5-0 3-3-4 4x4 = 4.95 12 2x4 = 1x4 II 44 = 2x4 = Scale=1:19.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.37 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.12 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 29 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 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. All bearings 9-10-4. (lb) - Max Uplift All uplift 100 lb or less at joint(s) except 2=-169(LC 4), 5=-169(LC 4), 8=-227(LC 4), 7=-227(LC 4) Max Grav Ail reactions 250 lb or less atjoint(s) 1, 6, 2, 5 except 8=358(LC 9), 7=358(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-8=-300/246, 4-7=-300/246 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 169 lb uplift at joint 2, 169 lb uplift at joint 5, 227 lb uplift at joint 8 and 227 lb uplift at joint 7. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 5, 8, 7. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 601 N' �VF .`� OP•• i *: N 68182 T F :�- . ��nt�e>t► FL Cert. 6634 October 22,2014 ®WARNINGPAGE Nrl.2423 m.. 1129120M VHOMMI Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslblllity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Jruss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. 1t5outhemP"ine�5 lumber tsspecified,the desio values are those effective05110112013byALSC Tampa, FL 33610.4115 0 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in 0-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. -'�l 6" For 4 x 2 orientation, locate plates 0-'4a' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION 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/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. 0 Uf O x U o- O Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 0 O U O BOTTOM CHORDS 8 7 6 5 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 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 © 2012 MiTekO All Rights Reserved MiTek � MiTek Engineering Reference Sheet: Mll-7473 rev. 01/29/2013 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury l . Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek RE: 27371 R - PGA Clubhouse Addition MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: PGA Reserve, Inc Project Name: PGA Clubhouse Addition Model: Tampa, FL 33610-4115 Lot/Block: Subdivision: Address: 1916 Perfect Drive City: Port St. Lucie State: Florida 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: FBC2010/TP12007 Design Program: MiTek 20/20 7.5 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 60.0 psf Floor Load: N/A psf This package includes 176 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. I Seal# I Truss Name I Date No. I Seal# ITruss Name I Date 1 IT6593078 IA01 10/22/01 18 IT6593095 I CO2 10/22/01 12 I T6593079 I A02 110/22/014119 I T6593096 I CO3 11 o/22/o 141 13 I T6593080 I A03 110/22/014 20 I T6593097 I C04 1 10/22/0141 14 I T6593081 I A04 1 10/22/014I 21 I T6593098 I C05 1 10/22/014� 15 I T6593082 I A05 110/22/014122 I T6593099 I C06 1 10/22/014 16 I T6593083 I A06 110/22/014123 I T6593100 I C07 110/22/0141 17 I T6593084 I A07 110/22/014124 I T6593101 I C08 1 10/22/0141 18 I T6593085 I A08G 110/22/014125 I T6593102 I -CJ3F 1 10/22/014 19 I T6593086 I A09G 110/22/014126 I T6593103 I -CJ3H 11 o/22/o14 110 1 T6593087 I A10 1-10/22/01427 I T6593104 I -CJ3K 110/22/0141 11 I T6593088 I B01 110/22/01428 1 T6593105 1-CJ6 1 10/22/0141 112 I T6593089. I B02G 110/22/01429 I T6593106 I -CJ6A 1 10/22/0141 13 I T6593090 I B03 110/22/014130 I T6593107 I D01 1 10/22/0141 114 I T6593091 I B04 110/221014131 I T6593108 I D02 11 o/22/0141 15 IT6593092 1 B05 110/22/01432 1 T6593109 1 D03 1 10/22/oA 116 I T6593093 I B06 110/22/014133 I T6593110 I E01 1 10/22/01 4 117 I T6593094 I C01 110122/014134 I T6593111 I -EA 11 o/22/014 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2015. IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. I N 68182 = -10 :?� • STATE OF FL Cert. 6634 October 22,2014 Velez, Joaquin 1 of 3 RE: 27371 R - PGA Clubhouse Addition Site Information: Customer Info: PGA Reserve, Inc Project Name: PGA Clubhouse Addition Model: Lot/Block: Subdivision: Address: 1916 Perfect Drive City: Port St. Lucie State: Florida No. Seal# Truss Name Date I No. I Seal# I Truss Name 110/22/014 Date 35 IT6593112 I -EJ 1 F 10/22/014 78 IT6593155 -EJ 10 136 I T6593113 I -EJ 1 H 110/22/0141 79 I T6593156 I -EJ 10A 1 10/22/014I 137 I T6593114 I -EA L 110122/014180 I T6593157 I -EJ 10B 110/22/014 38 I T6593115 I -EJ2 110/22/014181 I T6593158 I -EJ 10C 110/22/014 139 IT6593116 I-EJ2F 110/22/014182 IT6593159 I-EJ10D 110/22/014 140 IT6593117 I-EJ2H 110/22/014183 IT6593160 I-EJ10F 110/22/014 141 IT6593118 I-EJ2L 110/22/01484 1T6593161 I-EJ10G 110/22/014 142 IT6593119 I-EJ3 110/22/014185 IT6593162 I-EJ10K 110/22/014I 143 IT6593120 I -EJ3F 110/22/014186 I T6593163 I -EJ11 F 110/22/0141 144 I T6593121 I -EJ3G 110/22/0141 87 I T6593164 I -EJ 11 G 1 10/22/011 145 I T6593122 I -EJ3 H 1 10/22/014I 88 I T6593165 I -EJ 11 K 1 10/22/014I 146 IT6593123 I-EJ3K 110/22/014189 IT6593166 I-EJ12F 1 10/22/014I 147 I T6593124 I -EJ 3L 110/22/0141 90 I T6593167 I -EJ 12G 110/22/014 148 I T6593125 I -EJ4 110/22/014191 I T6593168 I -EJ 12K 110/22/014 149 IT6593126 I -EJ4F 110/22/014192 I T6593169 I F01 110/22/0141 150 I T6593127 I -EJ4G 110/22/014193 I T6593170 I F02 110/22/014 151 I T6593128 I -EJ4H 110/22/014194 I T6593171 I F03 110/22/014 152 IT6593129 I -EJ4K 110/22/014195 I T6593172 I F04G 110/22/0141 153 I T6593130 I -EJ4L 110/22/014196 I T6593173 I F05 110/22/014 154 IT6593131 I -EJ5 110/22/014197 IT6593174 I F06 110/22/014 155 IT6593132 I -EJ5F 110/22/014198 IT6593175 I F07G 110/22/014 56 IT6593133 I -EJ5G 10/22/014 99 IT6593176 I F08G 10/22/01 57 IT6593134 I -EJ5H 10/22/014100 IT6593177 I F09G 10/22/01 58 IT6593135 I -EJ5K 10/221014101 IT6593178 F010G 10/22/01 159 I T6593136 I -EJ5L 110/22/0141 102 I T6593179 I FG01 110/22/014 160 I T6593137 I -EJ6F 110/22/0141 103 I T6593180 I FG02 110/22/014 61 IT6593138 I -EJ6G 10/22/01 104 1 T6593181 I FG03 10/22/01 62 IT6593139 I -EJ6H 10/22/01 105 T6593182 I FG04 10/22/01 63 IT6593140 I -EJ6K 10/22/014106 IT6593183 I FG05 10/22/01 164 1T6593141 I-EJ6L 110/22/0141107 IT6593184 IFG06 110/22/011 165 I T6593142 I -EJ7 110/22/0141 108 I T6593185 I FG07 110/22/0141 166 I T6593143 I -EJ7A 110/22/014 109 I T6593186 I FT02 110/22/0141 167 IT6593144 I -EJ7F 110/22/014I110 IT6593187 I FT03 110/22/014 168 I T6593145 I -EJ7G 110/22/014I 111 I T6593188 I FT04 110/22/0141 169 IT6593146 I -EJ7H 1 10/22/014I112 I T6593189 I FT05 110/22/014 170 IT6593147 I -EJ7L 1 10/22/014I 113 I T6593190 I FT06 110/22/014 171 I T6593148 I -EJ8F 110/22/014I 114 I T6593191 I FT07 110/22/014 172 I T6593149 I -EJ8G 110/22/014 115 I T6593192 I FT08 1 10/22/014I 173 I T6593150 I -EJ8K 110122/014I 116 I T6593193 I FT09 110/22/014 174 IT6593151 I -EJ9 110/22/014I 117 I T6593194 I FT10 110/22/014 175 IT6593152 I -EJ9F 110/22/014118 I T6593195 I FT11 110/22/014 176 IT6593153 I -EJ9G 110/22/014I119 I T6593196 I FT12 110/22/014 177 IT6593154 I -EJ9K 110/22/0141120 I T6593197 I FT13 110/22/014 2 of 3 RE: 27371 R - PGA Clubhouse Addition Site Information: Customer Info: PGA Reserve, Inc Project Name: PGA Clubhouse Addition Model: Lot/Block: Subdivision: Address: 1916 Perfect Drive City: Port St. Lucie State: Florida No. I Seal# ITruss Name Date No. I Seal# I Truss Name Date 121 IT6593198 I FT14 10/22/014164 IT6593241 -HJ5A 10/22/01 1122 I T6593199 I FT15 110/22/014I 165 I T6593242 I -HRA 110/22/014 1123 I T6593200 I FT16 110/22/0141 166 I T6593243 I -HJ 11 A 110/22/014 1124 IT6593201 I FT17 110/22/0141 167 I T6593244 I MT01 110/22/014 1125 I T6593202 I FT18 110/22/0141 168 I T6593245 I MT02 110/22/014I 1126 I T6593203 I FT19 110/22/0141 169 I T6593246 I MV3 110/22/014I 1127 IT6593204 I FT20 110/22/0141 170 I T6593247 I MV5 110/22/0141 1128 I T6593205 I FT21 110/22/014 171 I T6593248 I MV8 10/22/014 1129 IT6593206 I FT21A 110/22/014172 IT6593249 P1301 110/22/014 1130 IT6593207 I FT22 110/22/014 173 I T6593250 I PB02 110/22/014 1131 I T6593208 I FT23 110/22/0141 174 I T6593251 I PB03 110/22/014 132 IT6593209 IFT24 10122/014175 IT6593252 JPB04 10/22/01 133 IT6593210 IFT25 10/22/014176 IT6593253 IPBO5 10/22/01 134 IT6593211 IFT26 10/22/014 1135 I T6593212 I FT27 110/22/0141 1136 IT6593213 I FT28 110/22/0141 1137 I T6593214 I FT29 110/22/0141 1138 I T6593215 I FT30 10/22/014I 1139 I T6593216 I FT31 110/22/0141 1140 I T6593217 I FT32 110/22/014 1141 I T6593218 I FT33 110/22/0141 1142 I T6593219 I FT34 110/22/014 1143 I T6593220 I FT35 110/22/014I 1144 IT6593221 I FT36 110/22/0141 1145 ' I T6593222 I FT37 110/22/0141 1146 I T6593223 I FT38 110/22/0141 1147 I T6593224 I FT39 110/22/0141 1148 I T6593225 I FT40 110/22/0141 1149 I T6593226 I FT41 110/22/0141 1150 I T6593227 I FT42 110/22/014I 1151 I T6593228 I FT43 110/22/014I 1152 I T6593229 I FT44 110/22/014I 1153 I T6593230 I FT45 110/22/0141 1154 I T6593231 I FT46 110/22/0141 1155 I T6593232 I FT47 110/22/0141 1156 I T6593233 I FT48 110/22/0141 1157 I T6593234 I FT49 110/22/0141 1158 I T6593235 I -HJ 1 F 110/22/0141 1159 I T6593236 I -HJ 1 G 110/22/0141 1160 I T6593237 I -HJ 1 K 110/22/0141 1161 IT6593238 I -HJ2F 110/22/0141 1162 IT6593239 I -HJ2K 110/22/0141 1163 IT6593240 I -HJ3F 110/22/014I 3 of 3 Job Truss Truss Type Qty Ply PGA Clubhouse Addition 76593078 27371 R A01 Roof Special 15 1 ' ob Re ere ce o tiona tasrcoasiiruss, tonMaros, rL.aaaao ,.���o�����<..•..o�,,,,.�� ID:67UgitGmVgxDOkpUt8g8c8yqeB1-bcWQORpZZVent7SPxouZrGLf5lm7VLcS6TJZ42yQu51 7_11-0 2-11-0 5-12 2785 33-1-7 33�-158 760-b10612 A 12 Scale = 1:71.8 4x6 = 7.00 12 5x5 = 1x4 II 3x4 = 33-7-15 2.3.0 0-9- 7-5-12 Al7-6-8 7-e-8 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (too) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.95 Vert(LL) -0.16 11 >999 240 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.48 11-13 >757 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(TL) 0.33 19 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 183 lb ' FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP 2850F 1.8E TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* MiTek recommends that Stabilizers and required cross bracing 2-13,7-8: 2x4 SP No.2, 7-15: 2x8 SP No.2 be installed during truss erection, in accordance with Stabilizer WEDGE Installatigo Left: 2x4 SP No.3 REACTIONS. (lb/size) 14=2197/0-8-0, 19=1754/0-5-8 Max Horz 14=115(LC 4) Max Uplift 14=995(1_C 4), 19=-611(LC 5) Max Grav 14=2740(LC 9), 19=2219(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-20=-3988/938, 3-20=-3962/1006, 3-21=-3456/901, 4-21=-3268/933, 4-22=-3279/958, 5-22=-3282/928, 5-6=-3461/896, 6-23=-3929/1085, 7-23=-4042/1044 BOT CHORD 12-13=-748/3320, 11-12=-740/3341, 10-11=-814/3494, 9-10=-822/3473, 8-9=-155/577 WEBS 2-14=-2617/882, 2-13=-846/3370, 3-13=-646/258, 3-11=-688/362, 4-11=-591/2409, 6-11=-844/438, 6-9=598/229, 7-9=-636/2806 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-4-6, Interior(1) 3-4-6 to 1 B-O-B, Exterior(2) 1 B-0-8 to 21-4-14; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) The solid section of the plate is required to be placed over the splice line at joints) 10, 3. 4) Plate(s) atjoint(s) 4, 5, 1, 14, 12, 2, 13, 11, 6, 9, 7, 8 and 15 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 10 checked for a plus or minus 4 degree rotation about its center. 6) Plate(s) at joint(s) 3 checked for a plus or minus 3 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s) 19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except pt=lb) 14=995,19=611. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,`,001 N 1 rV F ����� i lo N 66182 rc: ) T OF :��� r �. �'S�iINA�'`� •� FL Cert. 6634 October 22,2014 AWARNIM -WXy dasign yammeten aad RFAD W 7ESGN7NT5AND 1MIUDED MITEKRUEREACE PAGE MU-1473,ea 112912016BEFar1ENSE � Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsiblllity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlormatlon va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 314. ItSouthemPine�SP�lumberisspecjfied,thedesionvaluesaretheseeffectiva0b 1/2013hyALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593079 27371R A02 Hip 1 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 r.00v s w � - c " mn s;M1,, ...�� ..�. ... , -e- ID:67UgitGmVgxDOkpUt8gBcByqeB 1-Y7eAR6gg57uU6Jcn3Dwl whR1 M5UGzGIIZnogBxyQu57 i 2 11A B 10 0 14-10-2 16-0-8 i 20-0-7 21-2-13 27.2-233+- 5 2-111 5-11.9 5-11-9 1-2.8 3� 11-15 1-2� 5-11-5 5-11.5 0-6-9 3x4 = 5x8 = 5x5 = 7.00 12 5x5 = 1x4 II 33-7-15 33-7-7 5-11-9 2-2-5 2-1-3 5-11-50-8- 0-0-8 Scale: 3/16"=l' Plate Offsets (X Y) f5:0 6 0 0 2 41 f6:0 2-6 0-2-11 f7:0-3-0 Edgel f9:0-4-8 0-3-01 f15:0-1-15 0-0-01 f19:0-2-8 Edgel f20.0-2-7 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.77 Vert(LL) -0.14 15 >999 240 MT20 2441190 TCDL 20.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.36 16-18 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.87 Horz(TL) 0.30 24 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 205 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.8E 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 5-6: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No,3 `Except' be Installed during truss erection, in accordance with Stabilizer 2-18,9-10: 2x4 SP No.2, 9-20: 2x8 SP No.2 Installatioaguide, WEDGE Left: 2x4 SP.No.3 REACTIONS. (lb/size) 19=2197/0-8-0, 24=1754/0-5-8 Max Horz 19=125(LC 5) Max Uplift 19=-1037(LC 4), 24=-653(LC 5) Max Grav 19=2683(LC 9), 24=2162(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-259/252, 2-25=-3574/973, 3-25=-3548/1028, 3-4=-3560/1073, 4-26=-3458/1088, 5-26=-3390/1132, 5-6=-2997/1063, 6-7=-3441/1158, 7-27=-3449/1127, 8-27=-3610/1100, 8-28=-3533/1131,9-28=-372911098 BOT CHORD 18-19=-308/224, 17-18=-832/3043, 16-17=-82613064, 15-16=-576/2593, 14-15=-580/2627, 13-14=-565/2619, 12-13=-894/3256, 11-12=-901/3235, 10-11=-165/557 WEBS 2-19=-2519/887, 2-18=-954/3190, 3-18=-862/344, 3-16=-3371204, 5-16=-173/573, 5-15=-93/497, 6-14=-110/535, 6-13=-2201664, 8-13=-449/285, 8-11=-773/293, 9-11=-714/2600 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-4-6, Interior(1) 3-4-6 to 16-0-8, Exterior(2) 16-0-8 to 20-0-7, Interior(1) 24-9-9 to 32-10-15; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load 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) Bearing at joint(i) 24 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 19=1037, 24=653. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16 WARNfht3-Verifrde.s�F.Na pnnmr�rs,caJHE40 hl77ES GN 7NiSA71D fhq.W7Ell MrTFXHEF'EHEM.F'FRGE MI!•M73 re:a I119120I48kFOBEME Design valid for use only with MRek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibilllty of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/7PI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Inlormafion 7priole from Jruss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2 14 7iSouthelnPtneiSPFiumbettss>xetilied,thedesignvaluesatethos effecthre46 tk f fll3lrpfi C ,,Q1111 0 I N ! l VAc 4_�0P'�� i N 68182 �:. T OF .�W ~ % ' SAC 1 v P\�,�: FL Cert. 6634 October 22,2014 11• MiTek' 6904 Parke East Blvd. Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593080 27371R A03 Hip 1 1 Job efere ce o tional East Coast Truss, Fort Pierce, FL.. 34946 1. 0 3u s Jul 11 2U14 MI I aK InUusinea, Inc. vvuu VU1 G i i;ay.45 2v i4 rays i ID:67UgilGmVgxDOkpUt8gBcaygeB1-OBCYeSrSsQOLkTB cxRGTvzCWgZij_voRYEgNyQu5_ 33-7A5 2-11.0 9-&75 16-8-14 1e-6-1 Wit it 11 33-0-11 33-0-71 2-11-0 6-9.15 6-9-15 2-11-2 8-9-11 6-8.15 0-0-6- 0-8-8 5x8 = 5x5 = Too 12 - 19 111 5x5 X4 3x4 = Scale = 1:65.0 2 Q 24 I ci N 33-7-16 2-3-0 -8- 6-9-15 6-0-2 1-6-0 1-6-13 1.6-0 5-11.13 6-9-11 0-6- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.81 Vert(LL) -0.15 15 >999 360 MT20 2441190 TCDL 20.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.38 16-18 >953 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(TL) 0.31 24 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) Weight: 209 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except" TOP CHORD Structural woad sheathing directly applied. 5-6: 2x4 SP No.2, 1-4,7-9: 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 Tek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 *Except" installed during truss erection, in accordance with Stabilizer rbe 2-18,9-10: 2x4 SP No.2, 9-20: 2x8 SP No.2 allatio WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 19=2197/0-8-0, 24=1754/0-5-8 Max Horz 19=125(LC 5) Max Uplift 19=1028(LC 4), 24=-644(LC 5) Max Grav 19=2698(LC 9), 24=2177(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-25=-3745/987, 3-25=-3720/1051, 3-4=-3542/1037, 4-26=-3520/1044, 5-26=-3379/1100, 5-6=-2976/1032,6-7=-3413/1123,7-27=-3452/1088,8-27=-3578/1067,8-28=-3751/1140, 9-28=-3867/1102 BOT CHORD 17-18=-826/3156, 16-17=-823/3177, 15-16=-530/2582, 14-15=-530/2595, 13-14=-518/2602, 12-13=-879/3350, 11-12=-885/3328, 10-11 =-1 63/563 WEBS 2-19=-2552/899, 2-18=-914/3206, 3-18=-737/299, 3-16=-452/256, 5-16=-201/672, 5-15=-87/453, 5-14=-199/269, 6-14=-120/534, 6-13=-243/746, 8-13=-581/334, 8-11=-668/258, 9-11=-697/2682 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-4-6, Interior(1) 3-4-6 to 16-6-14, Exterior(2) 16-6-14 to 19.6-1, Interior(1) 24-3-3 to 32-10-15; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load 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) Bearing at joint(s) 24 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 19=1028, 24=644. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2 gypsum sheetrock be applied directly to the bottom chord. ®WARNFM"i •Merit f design yaranmtairs ,ead hilt M7ESCN MTS AM1 Ird111DED Mt7EKREFERE,ICE PACE 1471-M13 a?. I/2.9/20Iiar.10 kW Design valid for use only with MRek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information w�Iallpable from Truss Plate Institute, 781 N. Lee gtreet. Suite 312, Alexandria, VA 2314 If 5authorft Rifre tSP"f tumbef isspecified, the deslrgrtvatuet ate thos>'t 1iesGve 06/ 01/$013 by AM FL Cert. 6634 October 22,2014 M!Tek• 6904 Parke East Blvd. Tampa, FL 33610.4115 •Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593081 27371R A04 Hip 1 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 1.wu s jui i i a tr nu 1— !I ,uumncc, me. ..++.,.,+ , o.i , ID:67UgitGmVgxDOkpUt8gBc6ygeB 1-UNmwsos4dk8CLdmAAeyV76WSuv6GRAN215HnCpyQu4z 7-2-2 i 11-5-3 20382 i 24-7712.33A5 515 422 4 1B2 2807 2 2141-0 0�-✓3 Scale = 1:63.1 7.00 12 5x5 = 3x4 = 1x4 II 5x5 = 3x6 \ 3x4 = 5x5 = 3.50 12 33-7.15 2-3-0 8-2.7-5 1-e-12 4-8-B 1-6.12 2-7-5it Plate Offsets (X Y)-- f6.0-2-8 0-2-11 f9:0-2-8 0-2-11 f13:0-1-12 0-3-01 f15.0-2-8 0-2-81 f16.0-2-12 0-2-81 f18.0-2-8 0-2-81 f19:0-2-0 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.22 14-15 >999 240 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.63 14-15 >576 180 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.35 24 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 216 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-5 oc purlins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 14-15: 2x4 SP No.t WEBS 1 Row at midpt 3-19, 12-14 WEBS 2x4 SP No.3 *Except* MiTek recommends that Stabilizers and required cross bracing 13-20: 2x8 SP No.2, 13-14: 2x4 SP No.1 be Installed during truss erection, in accordance with Stabilizer WEDGE Installation guide. Left: 2x4 SP No.3 REACTIONS. (lb/size) 19=219710-8-0, 24=1754/0-5-8 Max Horz 19=125(LC 5) Max Uplift 19=-1053(LC 4), 24=-668(LC 5) Max Grav 19=2626(LC 9), 24=2105(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=284/253, 3-25=-116/290, 3-26=-354811147, 4-26=-3449/1149, 4-5=-3414/1168, 5-6=-3671/1361, 6-7=-3114/1163, 7-27=-3151/1178, 27-28=-3151/1178, 8-28=-3151/1178, 8-9=-3141/1172,9-10=-3781/1396,10.11=-3520/1225,11-29=-3567/1207, 12-29=-3668/1189,12-30=-545/288,13-30=-683/266 BOT CHORD 1-19=-169/270, 18-19=-727/2473, 17-18=-657/2555, 16-17=-750/2829, 15-16=-666/2605, 14-15=-846/2723 WEBS 2-19=-592/324, 3-19=-3578/1197, 3-18=-86/560, 5-18=-584/318, 6-18=-349/801, 6-17=-355/983, 7-17=-500/250, 8-16=-353/217, 9-16=-319/922, 9-15=-412/923, 10-15=-564/307, 12-15=0/467, 14-20=-444/1578, 13-20=-444/1578, 12-14=-3073/954 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-4-6, Interior(1) 3-4-6 to 14-0-8, Exterior(2) 14-0-8 to 26-9-9, Interior(1) 26-9-9 to 32-10-15; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load 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) Bearing at joint(s) 24 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 19=1053, 24=668. 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. WARNIM ,-Vedrr de.s47n pam.mwrsaad READ AWES ON WSAM IM200 MITEKREFEREHUMEMal-T42.3 nma Z/d9f2f1PdaFFf3AFtAiE Design valid for use only with MfTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component safety Information gvappable ff�rom Jrius Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, Vq 2314 116authe nPinelSP turn Ortsslsecilied,the desr ltafuesaTethosr oi#ectave05 1;rJ013byPA.5C �%°�,,,QV I N'jVF,���� �c•E/Vslo F •• i N 68182 A•• T OF .� •� .0 ��41 .• T O P ,: N tee FL Cert. 6634 October 22,2014 Nil MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply PGA Clubhouse Addition T8593082 27371R A05 Hip 1 1 ob eee ce o do a east coast Truss, con Plerce, rc. 34946 rasu 5 -i I I - 14 ml I GR IIIYY911tlY, IIIY. Y u ..,I " 11. 4 1 U. , ID:67UgitGmVgxDOkpUt8gBcByqeB1-yZJJ38tiO2G3zmLMkMTkYK3aSJSVAcgBFl1 KkFyQu4y 2-11-0 33.1-7 33-76--1520 177 2 4-2-016-0MI. 16 122-1134 0Scale=1:63.1 5x5 = 3x4 = 5x5 = 7.00 12 3x6 3x4 = 5x5 = 3.50 12 33.7-15 1 2- 4-7 2-3-0 -B- B-5.1 2.2.13 1.6-2 3-11-0 1-8-2 2-2.13 4-B-5 4-B•5 0-6- LOADING (psf) TCLL 30.0 TCDL 20.0 BCGL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010ITPI2007 CSI. TC 0.66 BC 0.90 WB 0.92 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 17-18,13-14: 2x4 SP No.1 WEBS 2x4 SP No.3 *Except* 12-19: 2xB SP No.2, 12-13: 2x4 SP No.1 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 18=219710-8-0, 23=1754/0-5-8 Max Horz 18=125(LC 5) Max Uplift 18=-1050(LC 4), 23=665(1_C 5) Max Grav 18=2641(LC 9), 23=2120(LC 9) DEFL. in (loc) I/defl L/d Vert(LL)-0.3213-14 >999 240 Vert(TL)-0.8813-14 >413 180 Horz(TL) 0.36 23 n/a n/a PLATES GRIP MT20 2441190 Weight: 213 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-18, 11-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2821232, 3-24=-76/284, 3-25=-3606/1153, 4-25=-3495/1156, 4-5=-3488/1177, 5-6=-3736/1381, 6-7=-3094/1154, 7-26=-3055/1119, 26-27=-3055/1119, 8-27=3055/1119, 8-9=-3774/1378, 9-10=-3554/1222, 10-28=-3588/1205, 11-28=-3700/1184, 11 -29=-544/302, 12-29=-703/276 BOT CHORD 1-1 8=-1 48/266, 17-18=461/2600, 16-17=634/2561, 15-16=-723/2796, 14-15=-65012621, 13-14=-878/2880 WEBS 2-18=-615/335, 3-18=-3657/1218, 3-17=-31/502, 5-17=-642/350, 6-17=-413/963, 6-16=-380/988, 7-16=-543/277, 7-15=-261/72, 8-15=-166/638, B-14=-419/986, 9-14=-517/284,13-19=-425/1555,12-19=-425/1555,11714=0/383,11-13=-3182/969 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-4-6, Interior(1) 3-4-6 to 14-6-14, Exterior(2) 14-6-14 to 26-3-3, Interior(1) 26-3-3 to 32-10-15; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load 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) Bearing at joint(s) 23 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 18=1050,23=665. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ���"U I N Q"V P,. ., s N 68182 ••. TUA�\�_ � 100. N FL Cert. 6634 October 22,2014 ®6YARMf� -Verity des�n parameters sad AFAa fATESGN 7AiS,iIR) lfKleOFD Mf7FKRFEFREACE PAGE MiI•M73 ,eR IJ29/2014BfF0AEU5E Design valid for use only with MiTek connectors, This design Is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of b011ding designer -not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe Information val able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. If SouthernP1ne�SPlumber is specified, the design values are those effective 08A1 f 2013 by AtSC Tampa,FL 33610.4115 Job Truss Truss Type Qly Ply PGA clubhouse Addition T6593083 27371R A06 Hip 1 1 Job Reference o t'o al East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Wed Oct 22 11:39:46 2014 Page 1 ID:67UgitGmVgxDOkpUtBgBc8yqeB1-QmthH UtK9LOwbwwZH37z4XbhMjgHv3fLUPmuGiyQu4x 1 'I-- -- -- -- -- -5 2-11-0 5.1-4 1-9-14 3.1-5 1V 23 6-10-10 2.6-10 4-04 5.0-12 0-6 Scale: 3/16"=V 3x4 = 4.95 12 4x8 = 3x4 = 1x4 II 5x5 = 5x5 % 5 6 24 25 7 8 17 2.21112 5x5 1x4 11 3.50 12 33.7-15 11 Ll 2-3-0 -B- 11 1.4 1.8-14 3.1.5 1.7.12 6.10.10 2-6-10 4-0-0 . 5-0-12 0-6- LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl. Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.90 Vert(LL) -0.16 13-14 >999 240 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.50 13-14 >732 180 BCLL 0.0 " Rep Stress Incr YES WB 0.94 Horz(TL) 0.29 22 n/a nla BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) Weight: 207 lb FT = 0%r LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 "Except' MiTek recommends that Stabilizers and required cross bracing 10-18; 2x8 SP No.2, 10-11: 2x4 SP No.2 be installed during truss erection, in accordance with Stabilizer WEDGE Installation guide. Left: 2x4 SP No.3 REACTIONS. (Ib/size) 17=2198/0-8-0, 22=175410-5-8 Max Horz 17=123(LC 5) Max Uplift 17=-1059(LC 4), 22=-686(LC 5) Max Grav 17=2540(LC 9), 22=2030(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=254/252, 2-23=-30041942, 3-23=-28831986, 3-4=-313611154, 4-5=-3075/1182, 5-6=-3226/1285,6-24=-3322/1316,24-25=-3322/1316,7-25=-3322/1316,7-8=-3304/1305, B-9=-3485/1360, 9-26=-3054/1112, 26-27=-3103/1097, 10-27=-3225/1085 BOT CHORD 16-17=-305/219, 15-16=-781/2452, 14-15=-802/2604, 13-14=-948/3004, 12-13=-748/2500, 11-12=-173/520 WEBS 2-17=-2381/908, 2-16=-908/2675, 3-16=-672/288, 4-16=-266/173, 4-15=-70/418, 5-15=-272/67, 5-14=-490/1251, 6-14=-713/367, 7-13=-567/326, 8-13=464/1277, 8-12=-263/496, 9-12=-836/422, 10-12=-690/2204 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-4-6, Interior(1) 3-4-6 to 12-11-7, Exterior(2) 12-11-7 to 28-9-9, Interior(1) 28-9-9 to 32-10-15; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load 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) Bearing atjoint(s) 22 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except ()t=lb) 17=1059,22=686. 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. NWARNIMi-Vedlyden on ame:n;n -MEAD 007ESON7HISAND INCLUDED MI7FKREFEREffX RAGE N114423 ren 21d9120ldaEf'OREIISE Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responslbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component solely Information va able ttrom Truss Plaje In litute, 7810. Lee Street, Suite 312, Alexandria, VA 2314, 1f5cfutherslRtne1S�lum13erfsspecfilithedestgnvalues iarethoseeffetitiira1i6 1120ISbyA SC r IU I N V, ., N 68182 T F .�w' �,�'.�c FL Cert. 6634 :] October 22,2014 Nit MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593084 27371R A07 Hip 1 1 Job Refe a ce o do al East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MTek Industries, Inc. Wed Oct 22 11:39:47 2014 Page 1 ID:67UgilGmVgxDOkpUl8gBc8yqeB1-uyR3Uquywf WnC4Vlrm WCdl8tJ6B7eVJUj3WRo8yQu4w 33 5 2.11-0 0.0.2 2-2-0 2-0-8 1-8-13 0.3-2 2-4-0 3-7.12 5-11-10 0-6 Scale = 1:65.4 4.95 12 4x8 = 3x4 = 1x4 I 48 = 7.00 12 5x5 - 6 7 26 27 8 9 6. 19 2.11 I1"L I[ 5x5 = 1x4 II 3x4 = 3.50 12 33-7-15 2-3-0 -9- 6-0.2 2.2.8 2.0.8 1-8.13 6-3.2 2-4-0 3-7.12 5-11-10 08- LOADING (psf) TCLL 30.0 TCDL 20.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CS1. TC 0.89 BC 0.77 WB 0.98 (Matrix-M) DEFL. In (loc) I/deft Ud Vert(LL) -0.16 15-16 >999 240 Vert(TL) -0.47 15-16 >780 180 Horz(TL) 0.30 24 n/a n/a PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 216 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 9-11: 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 'Except' be installed during truss erection, in accordance with Stabilizer 11-20: 2x8 SP No.2, 11-12: 2x4 SP No.2 Installation WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 19=2197/0-8-0, 24=1754/0-5-8 Max Horz 19=112(LC 5) Max Upliftl9=-1057(LC 4), 24=-674(LC 5) Max Grav 19=2566(LC 9), 24=2050(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-25=-3264/970, 3-25=-3238/999, 3-4=-3021/1027, 4-5=-3435/1235, 5.6=-3036/1136, 6-7=-3207/1229; 7-26=-3266/1257, 26-27=-3266/1257, 8-27=-3266/1257, 8-9=-3266/1257, 9-10=-3261/1201, 10-28=-3223/1148, 28-29=-3307/1125, 11-29=-3426/1116 BOT CHORD 18-19=-256/196, 17-18=-729/2529, 16-17=-726/2575, 15-16=-863/2951, 14-15=-708/2536, 13-14=-890/2895,12-13=-171/527 WEBS 2-19=-2429/925, 2-18=-897/2801, 4-18=-819/356, 5-18=-140/429, 5-17=-29/327, 6-16=-473/1219, 7-16=-684/357, 8-15=-556/323, 9-15=-442/1178, 9-14=-189/425, 10-14=-475/252, 10-13=-411/191, 11-13=-713/2339 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-4-6, Interior(1) 3-4-6 to 13-2-1, Exterior(2) 13-2-1 to 28-3-3, Interior(1) 28-3-3 to 32-10-15; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 24 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 19=1057, 24=674. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. I N i N 68182 -10 4 FL Cert. 6634 October 22,2014 ®WARNING -Verify designpaeametes aad RFAD NOW ON MMA7R) 1A1111DED NITEKRFFFREKE PAGE NII.7473 rea I12912014 OUMF- Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the i�iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. safety Inlormatlon vat able from Truss Plate In titute, 781 N. Lee Street Suite 312, Alexandria, Vqq 2gg14; 1f Southern PEne7SPP lumber Ts Sf1fti ifierl, the design values are th125e 15ffective 06 QiJ2913 by RfSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593085 27371 R A08G Hip Girder 1 2Job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITek Industries, Inc, Wed Oct 22 11:39:50 2014 Page i ID:67UgitGmVgxDOkpUt6gBc8yqeB1-JX7C6swrDavM3YDKWv3vFNmRFKAgrwxxPl k5PTyQu4t 2-11-0 5-0-3 8�-13 12.1.8 13-6-2 18-0-8 22 -13 26-0-7 2-11.0 2.1-3 3-6.10 3.6.10 1-0-11 4�-5 3-5-10 5.2.1 1-10-15 A 4.95 12 26 6x6 3x4 5x5 = 2.21 12 = 3.60 12 48 = 3x4 = 1x4 II 5x8 = Sx5 = 5 6 33 7 34 89 10 5x12 = 4x6 3x8 = 2x4 II K10 Scale: 3/16"=l' 333377.15 2-3-0 1-11-7 3-8-6 3-8-10 1-0-11 4-6-5 4A-5 3-5-10 5-2-1 1-8-15 0-24,_M Plate Offsets (X,Y)— [5:0-5-4,0-2-0], [8:0-3-0,0-3-0], [10:0-2-8,0-2-1], [12:0-3-12,0-3-0], [17:0-3-8,0-1-8], [19:0-2-4,0-2-8], [20:0-3-0,0-3-12], [23:0-3-0,0-3-12], [25:0-3-0,0-1-4], I7 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Well L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.65 Vert(LL) 0.28 19-20 >999 240 MT20 2441190 TCDL 20.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.48 21-22 >768 180 BCLL 0.0 ' Rep Stress Incr NO WS 0.73 Horz(TL) 0.22 13 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 466 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-11 cc purlins. BOT CHORD 2x6 SP No.2 'Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. Except: 1-26,13-19: 2x4 SP No.2 10-0-0 cc bracing: 13-14 WEBS 2x4 SP No.3 *Except* 12-13: 2x8 SP No.2 REACTIONS, (Ib/size) 26=2842/0-8-0, 13=314710-5-8 Max Horz 26=124(LC 5) Max Uplift26=-2282(LC 4), 13=2120(1_13 5) Max Grav 26=4483(LC 26), 13=419B(LC 26) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-263/330, 2-30=-3434/1605, 3-30=-3408/1624, 3-31=-66B9/3291, 31-32=-6613/3296, 4-32=-6572/3302, 4-5=-8299/4179, 5-6=-8705/4424, 6-33=-9683/4895, 7-33=-9683/4895, 7-34=-9683/4895,8-34=-9683/4895,8-9=-9683/4895,9-10=-8896/4653, 10-35=-5818/3192, 35-36=-5917/3156, 11-36=-5935/3144, 11-12= 5419/2802 BOT CHORD 1-26=-291/610, 25-26=-640/369, 25-37=-1448/2971, 37-38=-1460/2986, 24-38=-1459/2988, 24-39=-2996/6087, 23-39=-2998/6108, 22-23=-3681/7543, 22-40=-4153/8547, 40-41=-4153/8547, 21-41=-4153/8547, 21-42=-4378/8736, 42-43=-4378/8736, 20-43=-4378/8736, 20-44=-2989/5827, 44-45=-2956/5741, 19-45=-2854/5620,17-19=-2388/4682 WEBS 2-26=-4167/2022, 2-25=-1881/3897, 3-25=-2345/1257, 3-24=-1697/3433, 4-24=-2099/1078, 4-23=-862/1758, 5-23=392/360, 5-22=1573/3226, 6-22=-1118/597, 6-21=-614/1250, 7-21=-487/254, 9-21=-316/998, 9-20=-1035/424, 10-20=-2243/4631, 10-19=-1262/582, 12-13=-4189/2156, 11-17=-1116/631, 11-19=-739/890, 12-17=-2497/4884 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 cc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 cc, 2x6 - 2 rows staggered at 0-9-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc, 2x8 - 2 rows staggered at 0-9-0 cc, 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-4-6, Interior(1) 3-4-6 to 12-1-8, Exterior(2) 12-1-8 to 30-9-9, Interior(1) 30-9-9 to 33-4-5; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) The solid section of the plate is required to be placed over the splice line at joint(s) 8. Continued on Daae 2 FL Cert. 6634 October 22,2014 ® WARNING -Vedfr def41n pa—M. and REM NOTES ON TiTSAND IMUDED MITEKREFERENGE PAGE 1111.74,13 m•I/29/201daffOREliSE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability dudng construction is the responslblllity, of the iwiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-8? and BCSI Building Component 6904 Parke East Blvd. Salety Inlormation Iva able from jruss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 2314. I1SvuthemrPinetSR lumiserlsspeciiled,thedesignvalues are these effecti1re46 U1/2013byATSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply PGA Clubhouse Addition � T6593085 27371R A08G Hip Girder 1 n L Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 6b3U S JUI 11 ZU14 MI I eK Inausines, mc, rug. < ID:67UgitGmVgxDOkpUl8gBc8yqeB1-JX7C6swrDavM3YDKWv3vFNmRFKAgrwxxP1 k5PTyQu4t NOTES- 7) Plate(s) at joint(s) 1, 5, 10, 12, 26, 22, 20, 18, 19, 2, 25, 24, 3, 4, 23, 6, 7, 21, 11, 17,14 and 16 checked for a plus or minus 0 degree rotation about its center. 8) Plate(s) at joint(s) 8 checked for a plus or minus 3 degree rotation about its center. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) *This truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 26=2282, 13=2120. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 259 lb down and 399 lb up at 5-0-3, and 275 lb down and 203 lb up at 8-0-13, and 247 lb down and 387 lb up at 26-0-7 on top chord, and 417 lb down and 205 lb up at 4-10-7, 96 lb down and 184 lb up at 5-2-14, 44 lb down and 63 lb up at 8-0-13, 106 lb down and 47 lb up at 10-10-12, 1124 lb down and 630 lb up at 12-1-8, 424 lb down and 207 lb up at 14-2-15, 424 lb down and 207 lb up at 16-2-15, 424 lb down and 207 lb up at 18-2-15, 424 lb down and 207 lb up at 20-2-15, 424 lb down and 207 lb up at 22-2-15, and 422 lb down and 206 lb up at 24-2-15, and 702 lb down and 623 lb up at 25-10-14 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 (plf) Vert: 1-3=-100, 3-5=-100, 5-10=-100, 10-12=100, 26-27=-20, 25-26=-20, 22-25=20, 20-22=-20, 19-20=20, 18-19=-20, 15-18=20, 13-14=-20 Concentrated Loads (lb) Vert: 10=-6(B) 25=150(B) 3=339(B) 23=-533(B) 21=-269(B) 32=5(B) 37=114(B) 38=35(B) 39=-B(B) 40=-269(B) 41=269(121) 42=-269(B) 43=-269(B) 44=-267(B) 45=-460(B) ®WARNIAG-Veritydesignpan. mein and RFAD Aa7ES GH7faSAND 1MIUDED Hr7EKRFFEREAE PAGEW14473 ma 1129120I4d1F0e LUE Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslblliity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sate Information gva able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Ale andria, VA 2314. li 5authem rMe 15PY lUmber is specified, the deMgn values are thane eflxective 06 0112013 by ALSC Tama FL 33610.4115 Tampa, Job Truss Truss Type Qty Ply PGAClubhouse AddBlon T6593086 27371R A09G Hip Girder 1 2 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITek Industries, Inc. Wed Oct 22 11:39:54 2014 Page 1 ID:67UgitGmVgxDOkpUt8gBc8yqeB1-B IMiyD_LGpPnY9X511BrPDx5LxZMn)xWKCiJYEyQu4p 2-11-0 5-0-3 8-6-14 12-1-8 13-6-2 18-0-8 22-6-13 26-0-7 31-2-8 33-1-73 7- 5 2-11-0 2-1.3 3-6.10 3.6.10 1-0.11 4.6-5 4-6-5 3-5-10 5-2.1 1-10-15 4.95 12 48 = 3x4 = 1x4 II 5 6 33 7 3x4 3j 5x5 % 31 7.00 12 3 3x6 i 30 2 1 38 39 23 22 40 41 21 24 6x6 6x6 = 3x8 = del 2537 3x4 = 26 64 5x8 = 2.21 12 3x4 = 3.50 12 Scale: 3/16"=1' 5x8 = 5x5 = 34 89 10 35 3x6 36 11 10x10 12 42 20 43 644 45 x8 = 48 1947 18�az 5x12 ' 4x8=481615 4x8 =1x4 II 2x4 11 3341377.15 M. -8- 1.11-7 3-8-6 3-8-10 1-4-11 4-6-5 4-6-5 3-5-10 5-2-1 1-8-15 0-2b0-8 Plate Offsets (X,Y)— [5:0-5-4,0-2-0], [8:0-3-4,0-3-0], [10:0-2-8,0-2-1], [12:0-3-12,0-3-0], [17:0-3-8,0-2-0], [19:0-2-4,0-2-8], [20:0-3-0,0-3-12], [22:0-2-4,0-3-8], [23:0-3-0,0-4-0], LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.71 Vert(LL) 0.24 21-22 >999 240 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.48 21-22 >758 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.79 Horz(TL) 0.22 13 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 466 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purlins. BOT CHORD 2x6 SP No.2 'Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 1-26,13-19: 2x4 SP No.2 10-0-0 oc bracing: 13-14 WEBS 2x4 SP No.3 *Except* 12-13: 2x8 SP No.2 REACTIONS. (lb/size) 26=3104/0-8-0, 13=3553/0-5-8 Max Horz 26=124(LC 5) Max Uplift26=2242(LC 4), 13=-2118(LC 5) Max Grav 26=4763(LC 26), 13=4629(LC 26) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-262/329, 2-30=-3692/1565, 3-30=-3666/1583, 3-31=-6882/3164, 31-32=-6806/3170, 4-32=-6764/3176, 4-5=-8455/3995, 5-6=-8859/4215, 6-33=-9843/4597, 7-33=-9843/4597, 7-34=-9843/4597, 8-34=-9843/4597, 8-9=-9843/4597, 9-10=-9044/4222, 10-35=-6311/3032, 35-36=-6410/2996, 11-36=-6427/2985, 11-12=-5894/2709 BOT CHORD 1-26=-279/625, 25-26=-662/366, 25-37=-1411/3208, 37-38=-1420/3223, 24-38=-1423/3225, 24-39=-2877/6268, 23-39=-2879/6290, 22-23=-3510/7691, 22-40=-3942/8701, 40-41=-3942/8701, 21-41=-3942/8701, 21-42=3952/8884, 42-43=-3952/8884, 20-43=-3952/8884, 20-44=-2648/6018, 44-45=-2616/5931, 45-46=-2583/5858, 19-46=-2536/5780, 19-49=-2316/5096, 17-49=2316/5096 WEBS 2-26=-4435/1979, 2-25=-1836/4174, 3-25=-2538/1229, 3-24=-1607/3372, 4-24=-2061/1019, 4-23=-800/1716, 5-23=380/364, 5-22=-1461/3253, 6-22=-1123/527, 6-21=-504/1258, 7-21=-487/253, 9-21=-481/1015, 9-20=-1045/539, 10-20=-2055/4543, 12-13=-4556/2085, 11-17=-11441518, 10-19=-880/289, 11-19=-605/871, 12-17=-2413/5311 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-4-6, Interior()) 3-4-6 to 12-1-8, Exterior(2) 12-1-8 to 30-9-9, Interior()) 30-9-9 to 33-4-5; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. Continued on oaoe 2 FL Cert. 6634 October 22,2014 AWARNIAG •V.,ifr desk7e parameter aad READ AG7ESaN7HTSAND IIKIUDED MITEKREFE&-AK i FAGEM7I-7473,ea IlnlMd87FONENSE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability dudng construction Is the responsiblllily of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabdcatlon, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, Vqq 2314 Tampa, FL 33610.4115 IiSouthernPirte�Sp�lunaberisspecified,thedesignvalues arethoseeffectdve05 01/2013byAL.SC Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593086 27371 R A090 Hip Girder 1 2 ob a ere ce o do a tasr uoasr truss, Pon tierce, I-L. J4V45 f.o0u s uui i i zuiq mn eK mausines, mc. wea ucs 44i i:snaq zv]4 raga z I D:67Uq itGm VgxD Okp Ut8q BcBygeB 1-B IM iyD_LGp P nY9X5118rP Dx5LxZMnjxWKfiJYEyQu4p NOTES- 6) Plate(s) at joint(s) 1, 5, 8, 10, 12, 26, 20, 18, 19, 2, 25, 24, 3, 4, 23, 6, 7, 21, 11, 17, 14 and 16 checked for a plus or minus 0 degree rotation about its center. 7) Plate(s) at joint(s) 22 checked for a plus or minus 2 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 26=2242, 13=2118. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 142 lb down and 141 lb up at 5-0-3, and 275 lb down and 203 lb up at B-1-3 on top chard, and 417 lb down and 205 ib up at 4-10-7, 96 ib down and 184 lb up at 5-3-4, 44 lb down and 63 lb up at 8-1-3, 106 lb down and 47 lb up at 10-11-2. 1124 lb down and 630 lb up at 12-1-8. 424 lb down and 207 lb up at 14-3-1, 424 lb down and 207 lb up at 16-3-1, 424 lb down and 207 lb up at 18-3-1, 424 lb down and 207 lb up at 20-3-1. 424 lb down and 207 lb up at 22-3-1, 422 lb down and 206 lb up at 24-3-1. 420 lb down and 195 lb up at 26-3-1, 395 lb down and 292 lb up at 28-3-1, and 204 lb down and 154 lb up at 30-3-1, and 104 lb down and 99 lb up at 32-3-1 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 (plf) Vert: 1-3=100, 3-5=-100, 5-10=-100, 10-12=100, 26-27=-20, 25-26=-20, 22-25=-20, 20-22=20, 19-20=20, 18-19=20, 15-18=-20, 13-14=-20 Concentrated Loads (lb) Vert: 25=150(F) 3=83(F) 23=-533(F) 21=269(F) 32=5(F) 37=114(F) 38=35(F) 39=-8(F) 40=-269(F) 41=-269(F) 42=-269(F) 43=-269(F) 44=-267(F) 45=-266(F) 46=-304(F) 47=-204(F) 4B=-104(F) A WARN1W,. Verify design Parts W. sad READ MIES ON 7419 AND INO.&DED NITEKREFEREhCE PAGE NIZ44123.r. 11291201d8ffOMWE � Design valid for use only with MfTek connectors. This design Is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the WOW erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlormation vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. 1iSouthertlRRirre7SP lumtrerissrecitied,thedeM. values aretho3eetiettSvaUfi 01f913byALSC Tampa, FL 33610-4115 Job Truss Truss Type city Ply PGA Clubhouse Addition T8593087 27371R A10 HIP 1 1 J b e ere ce o do al East Coast Truss, Fort Pierce, FL. 34946 7,530 s Jul 112014 MITek Industries, Inc. Wed Oct 22 11:39:55 2014 Page 1 I0:67UgitGmVgxDOkpUt8gBc8yqeB1-Nw59Z 16XeAJ6HJSf4yRTE1Lu3WCagYJSs4gyQu4o 5 2-11-0 2-7l -9-8 6.0.8 1.4-11 4-3-10 4.3-10 3-1-15 5-0-10 2-8-12 0.8 N 4 3x4 = 4.95 12 4x8 = 1x4 11' 3x4 = 3x4 = 48 = 27 6 28 7 8 9 19 5x5 5x5 Z: 5x5 = 2.21 12 1x4 II 3.50 12 12 24 33-7-15 2.3.0 -8- 2-74 916-D-6 1-4.11 8.7.5 3-1-15 5-0.10 2-6-12 0-6 Scale: 3/16"=l' LOADING (psf) SPACING- 1-6-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.84 Vert(LL) -0.18 15-16 >999 240 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC. 0.82 Vert(TL)-0.5715-16 >638 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.70 Horz(TL) 0.22 24 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 199 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x4 SP No.3 *Except* 11-20: 2x8 SP No.2, 11-12: 2x4 SP No.2 REACTIONS. (lb/size) 19=164810-8-0, 24=1315/0-5-8 Max Horz 19=105(LC 5) Max Upliftl9=-605(LC 5), 24=-528(LC 5) Max Grav 19=1845(LC 9), 24=1486(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1363/470, 4-26=-2426/928, 5-26=-2353/953, 5-27=-2421/1016, 6-27=-2421/1016, 6-28=-2541/1042, 7-28=-2541/1042, 7-8=-2541/1042, 8-9=-2541/1042, 9-29=-2180/872, 10-29=-2265/842, 10-11 =-1 756/642 BOT CHORD 1 -1 9=-1 18/259, 18-19=-390/1123, 17-18=-516/1364, 16-17=-734/2067, 15-16=-912/2550, 14-15=-589/1807, 13-14=-550/1572, 12-13=-132/376 WEBS 2-19=-365/208, 3-19=-2145/788, 4-18=-849/439, 4-17=-251/766, 5-17=-269/132, 5-16=-243/739, 6-16=-454/206, 6-15=-305/131, 8-15=-260/154, 9-15=401/1046, 10-14=-43/413, 10-13=-766/306, 11-13=-455/1312, 3-18=407/952 V11111111111rr1111 NOTES- ,�0 PQ•,....., ��,(��I 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; �� �,••�,� (3-second gust) �� �••? C-C Exterior(2) 0-0-0 to 3-4-6, Interior(1) 3-4-6 to 12-4-2, Exterior(2) 12-4-2 to 30-5-0, Interior(1) 30-5-0 to 32-10-15; cantilever left and i N 68182 right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. — 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • d ► �• 6) This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will T 0 F fit between the bottom chord and any other members. o .; 7) Bearing at joint(s) 24 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity �,,� of bearing surface.. 8) Providemechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 19=805, �i , Q..•• \ �� , 24 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 October 22,2014 ®WARNIAG-Vt4fr design pan. ,ew.aad READ A07ES GIV VOYAM IMUDED MITEKREEEREACE AASEMM I473—I/d4/201darY R ME Design valid for use only with MRek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �' Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the WOWerector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee treat, Suite 312, Alexandria. VA if South ern Plrte�2314. SP� lumttot isspecified, ed, the design values are those effettW 46j74DII2013 by At.SC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593088 27371R 801 Half Hip 32 1 Job Reference o io al East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITeK Industries, Inc. Wed Uct 22 11:3a;oo zu14 rage 1 ID:67UgilGmVgxDOkpUtBgBc8yqeB1-fVw59Z 16XeAJ6HJSf4yRTChLs2W7MgYJSs4gyQu4o 2-7-6 7.11-12 13.4.0 17-9-4 i 22.6-0 2-7-8 5-4-4 5-4-4 4.5.4 4-8-12 6.00 12 2x4 5x6 = 4x8 i 1x4 I I 3x4 11 5x8 = 4x4 = 4x4 = 2-7-8 2- -0 7-11-12 134-0 22-6.0 2-7-8 0- 8 5-3-12 5-4-4 9-2-0 Scale = 1:44.7 16 IA N IN I2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.99 Vert(LL) 0.23 9-11 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.95 Vert(TL) -0.66 9-11 >353 240 BCLL 0.0 • Rep Stress Incr NO WB 0.97 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) Weight: 129 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-9 oc puriins, except BOT CHORD 2x4 SP No.3 *Except* end verticals. 1-10: 2x4 SP No.1, 9-10: 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied or 4-1-5 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-12, 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9=175510-8-0, 13=1684/0-8-0 Max Horz 13=846(LC 5) Max Uplift 9=-951 (LC 5), 13=-784(LC 4) Max Grav 9=2035(LC 9), 13=1704(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-517/494, 2-3=-1517/362, 3-17=-282/122, 4-17=-267/146, 4-5=-257/197, 6-11=-404/367, 5-6=-284/266, 6-7=-4809/2445, 8-9=-426/215 BOT CHORD 1-13=-418/610, 12-13=-378/297, 11-12=-2305/4547, 10-11=-1696/3417, 10-20=-1696/3417, 9-20=-1696/3417, 2-13=-1646/696 WEBS 2-12=-643/1606,3-12=-268/690,3-6=-1606/825,6-12=-3046/1368,7-11=-822/1501, 7-9=-3506/1774 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-2-0 to 3-0-0, Interior(1) 3-0-0 to 22-4-4; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=951, 13=784. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)188 lb down and 79 lb up at 20-0-0 on top chord, and 188 lb down and 79 lb up at 20-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard FL Cert. 6634 October 22,2014 Continued on page 2 ®WARNING•VedfirdesignparametersandREADROTESONWISAWINCLUDED NITEKREEEREAUPAGE NNN423m&111912014101T EUSE �! Design valid for use only with Wei: connectors. This design is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the /1 M'rek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. S fety Information va able from Truss Plate Institute, 781 la. Lee Street, Suite 312, Alexandria , VA 2314 1 SouthernP"irte�fiP lumbetisspechied, the design values are those effective06�01Z1013iryAL5C Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply ubhouseAddBlon T6593088 27371R Boll Half Hip 32 1 �J`ob3"Reference (optional East Coast Truss, Fort Pierce, FL. 34946 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-100, 6-8=-152(F=-52), 13-14-20, 9-13=-20 Concentrated Loads (lb) Vert: 19=150(F) 20=-150(F) 7.630 S JUI 11 ZU14 MIIel( mau5rnes, Ina. vvea uci [Z ii:39:0o ZV74 rage ID:67UgitGmVgxDOkpUt8gBc8ygeB1-fVw59Z_16XeAJ6HJSf4yRTChLs2W7MgYJSs4gyQu4o AMUNIff-Yerifydesign paramewn gad WM1TESWWSAMINaIMEDMIVKREFEREM£Mi6Emil-7473 re a I)i9/201daffamum Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only, Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informa Ion va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 2314. lfSouthem ineiSP�lumberisvecified the design values are those effective06�O1f2013byAESC Tampa, FL 33810-4115 Job Truss Truss Type city Ply PGA Clubhouse Addition T6593089 27371R B02G Flat Girder 2 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 6-7-15 6-7-15 54 = 1 11 0 ci N 3x8 11 7.530 s Jul 112014 MITex Inaustnes, Inc. Wea Vci 22 i i:3v:56 2ut4 rage i I1):67UgitGmVgxDokpUt8gBcByqeB1-7hUTNv7coQtVnThUt9AJUe0RFkNJFjbpnzBQd7yQu4n 13-2-1 19.10.0 _ 6-6-3 8-7-15 6x8 = 8x8 = 12 Scale = 1:34.3 5x5 11 10 6x8 = 3x4 = 3x6 II 4x4 = 2x4 11 9 8 7 6 6-7-15 13-2-1 . 19-10-0 6-7-15 6-6-3 6.7-15 Plate Offsets (X Y)-- 14:0-4-0 0-5-41 r5•Edoe 0-3-81 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.75 Vert(LL) -0.03 9-10 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.07 6-7 >999 240 BCLL 0.0 • Rep Stress Incr NO WB 0.40 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 127 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x8 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 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. All bearings 19-0-0 except (jt=length) 10=0-8-0. (lb) - Max Uplift All uplift 100 lb or less at joint(s) except 10=-367(LC 4), 6=-381(LC 5), 9=-975(LC 4), 7=-936(LC 5) Max Grav All reactions 250 lb or less at joint(s) except 10=969(LC 9), 6=1002(LC 9), 9=2664(LC 9), 7=2564(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1 - 1 0=-928/378, 5-6=-960/389 WEBS 2-9=-2509/979, 4-7=-2474/964 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpl=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 19-8-4; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. t11/11I I1I11'r 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 20.Opsf the bottom in rectangle 3-6-0 tall by 2-0-0 wide will �% WN '/F �f� P.� �j Q.•" 5) This truss has been designed for a live load of on chord all areas where a ��� E Ng ' •es fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 367 lb uplift at joint 10, 381 lb uplift at joint 6 ,�� '0C •' F'•• �� 975 Ito uplift at joint 9 and 936 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. `� N 68182 * •� 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). v • LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 "O T F ((/ Uniform Loads (pID Vert: 1-5=-298(F=-231), 6-10=-13 �j, '•� 1 Q Q;•'��`�� IM 11111 FL Cert. 6634 October 22,2014 A WARKAG-Verity design Parameaers.nd READ lW7ESOM7145AMD INCLUDED MtTWEE ERENCE PAGE M114473 ma XI"120[JEI M115E Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown ■ Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plqje In titute. 781 N. Lee Street, Suite 312. Alexandria, Vqn 2314. 1i5outhe7n[Yin I5P�lumberissjmCilie�.thedasignvaluesarethmseeffecraVe46 0112013byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593090 27371R B03 Half Hip 1 1 Job Reference (oationall East Coast Truss, Fort Pierce, FL. 34946 7.630 s Jul 112014 MITek Industries, Inc. Wed Oct 22 11:39:56 ZU14 Page 1 I D:67UgitGmVgxDOkpUtBgBc8yqeB1-7hUTNv?coQfVnThUt9AJ Ue00SkDTFdypnzBQd7yQu4n 5-1-9 9-11-10 144-14 19-1.10 i 5-1-9 4-10-1 4-5.4 - 4.8-12 2x4 11 3 4x4 2x4 II 4x8 = 4x4 = 4x4 = 6x8 M18SHS = 5-1-9 9-11-10 19-1-10 Scale = 1:40.0 LOADING (psf) TCLL 30.0 TCDL 20.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC20101TPI2007 CSI. TC 0.93 BC 0.88 WB 0.82 (Matrix-M) DEFL. in Vert(LL) -0.20 Vert(TL) -0.63 Horz(TL) 0.08 (loc) I/deft Ud 7-9 >999 360 7-9 >356 240 7 n/a n/a PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 114 lb FT = 0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-1-8 oc purlins, except BOT CHORD 2x4 SP No.1 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-1-9 oc bracing. WEBS 1 Row at midpt 5-7, 4-10 MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7=1765/0-8-0, 11=1273/Mechanical Max Horz 11=733(LC 5) Max Uplift7=-978(LC 5), l l=-362(LC 4) Max Grav 7=2055(LC 9), 11=1292(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1 2=-1 476/409, 2-12=-13061433, 2-13=-273/119, 3-13=-269/194, 4-9=-303/337, 3-4=-250/242, 4-5=-4443/2370, 6-7=-462/230, 1-11=-1243/377 BOT CHORD 10-11=-754/545, 9-10=-2249/4223, 8-9=-1706/3336, 8-16=-1706/3336, 7-16=-1706/3336 WEBS 2-10=-372/758, 5-9=-725/1199, 5-7=-3425/1789, 1-10=-307/1224, 2-4=-1578/893, 4-10=-2829/1302 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 18-11-14; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DO L=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 978 lb uplift at joint 7 and 362 lb uplift at joint 11. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 190 lb down and 79 ib up at 17-4-0 on top chord, and 190 lb down and 79 lb up at 17-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard AWARNING •Ve fy desi.7n yanawwn sad HEM A07ES ON TUTSAWIAUMED HITFKREEE.REWXPAGE M11-1423 m,x Y/29/201dBL{OREmr Design valid for use only with MITek connectors, This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component S fety I formation gva_'Uable from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 2314. l Saut T ,,n, In e (SP) lumber is specified, the design values are those effect itre 46 01/1013 byALSC , �%%% Oki l N VF .� 6P1 , • �i N 68182 .0 •• T OF '•�/ s .4 �I *41 • .. • 1 • �% �` FL Cert. 6634 October 22,2014 MiTe®®®■k' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply PGA clubhouse Addition T6593090 27371 R 803 Half Hip 1 1 Job Reference do al East Coast Truss, Fort Pierce, FL. 34946 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-100, 4-6=-152(F=-52), 7-11=-20 Concentrated Loads (lb) Vert: 15=-150(F) 16=-150(F) 23u s Jul 11 W14 MI I eK Inausmes, mc, wea uct zz 11:Ja:aa zul4 rage z ID:67UgitGmVgxDOkpUt8gBcByqeB1-7hUTNv7coQfVnThUt9AJUe00SkDTFdypnzBQd7yQu4n ®WARNIM -Venf1 desjon pa.—m. and RFitD NOTES M MISAM MFXSUAf:D MtTEKR£FEREKE PACE, Mfl-7473 ren .tlZg/�'OId@£fONk'!TS£ Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. �^ Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown p p Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the iTek' erector, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding iVl fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Information gva'Uable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314 Tampa, FL 33610.4115 1f SoutilE t a Ptrte lSPp lulnhof is speiiliedr the design values ate these effective R6 01/1013 by f4LSG Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593081 27371 R I B04 Half Hip 1 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 "Ju s Jw 11 ZU14 mi i eK mausmes, Inc. vveu — ca i i an.or cu i.;rays i I D:67UgitGmVgxDOkpUt8gBcByqeB 1-ct2raFDEZknMPcFgRthY1 sZbzBYU_56zOdxz9ZyQu4m 5-0-8 9.9.4 r 142-8 , _18.11.4 5-0+8 4-8-14 4-5-4 4-8-12 2x4 II 3 44 111 4x8 = 4x4 = 4x4 = B 2x4x8 = Scale = 1:39.9 5-0-6 , 18-11-4 _ 49.9-4 5.0-8 - -8-14 9-2-0 Plate Offsets (X Y)— 14:0-5-8 0-3-01 16•Edge 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.81 Vert(LL) -0.19 7-9 >999 360 MT20 2441190 TCDL 20.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.57 7-9 >394 240 BCLL 0.0 • Rep Stress Incr NO WB 0.76 Horz(TL) 0.08 7 n/a n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) Weight: 114 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. 8-11: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-2-4 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-7, 4-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7=1478/0-8-0, 11=1236/Mechanical Max Horz 11=728(LC 5) Max Uplift7=-830(LC 5), l l=-344(LC 4) Max Grav 7=1696(LC 9), 11=1246(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-1387/378, 2-12=-1215/402, 2-13=-273/123, 3-13=-270/197, 4-9=-345/357, 4-5=-4181/2266,6-7=-339/179, 1 -11 =-1 201/360 BOT CHORD 10-11=-744/536, 9-10=-2157/3982, 8-9=-1598/3072, 7-8=1598/3072 WEBS 2-10=-364/720, 5-9=-729/1199, 5-7=3224/1707, 1 -1 0=-284/1165, 2-4=-15021868, 4-10=-2667/1240 ,�I11111111�/��I IN Unbalanced roof live loads have been considered for this design. ♦♦♦,Q ,�O�QU• •VF�� �j �• � 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; DOL=1,60 , •' V \ C E N g �� 11 . C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 18-9-8; cantilever left and right exposed ; Lumber DOL=1.60 plate grip `� •' 3) Provide adequate drainage to prevent water ponding. : N 68182 •• 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load 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) Refer to girder(s) for truss to truss connections. 5 T F 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 830 lb uplift at joint 7 and 344 Ib uplift at Q •• C(/ joint11. 'Semi �� '.� Q;•' �� �j 9) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). •' \G� ♦�♦ SlS •"' /►I [liilil�,♦♦ LOADCASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1 `3I-100, 4-6=-152(F=-52), 7-11=-20 FL Cert. 6634 October 22,2014 ® WARMIAG -Verity desgn parame2n aad RrAD WES GM 7NrSAND ING.UDED MIIEKREFEREXE FADE M11-7473 m. 11291201dDIFORENSE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. NotApplicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown ■ Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity of the Welk' fabrication, Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and Ill Building Component 69D4 Parke East Blvd. Safety Information vat able from Jruss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 ]f5outhempine�SP� lumber isspecitied,thedesignvalues are those effective4fi 0112013byRtSC Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593092 27371 R Bo5 Half Hip 1 1 Job Reference (ODtionall Last Goast I rues, hors I'lerce, F L. 34946 1.a3a sdui 11 zusa mu ex 1nousme5, mc. W-a—"i IdO —it r.U., I D:67UgitGmVgxDOkpUt8gBc8ygeB 1-ct2raFOEZknMPcFgRthY1 sZaN8YC_9lzOdxz9ZyQu4m 5-1-11 9-6-15 i 14-3-11 5-1.11 4-5-4 4.8-12 r 6.00 12 3x4 3x8 = 6x8 M18SHS = Scale = 1:38.9 Plate Offsets (X Y)— f5:Edoe 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in .(too) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.85 Vert(LL) -0.18 6-8 >911 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.58 6-8 >290 240 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.49 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 91 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-2 cc purlins, except BOT CHORD 2x4 SP No.1 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-9-4 cc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 4-6, 3-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=140810-8-0, 9=1050/Mechanical Max Horz 9=595(LC 5) Max Uplift6=-908(LC 5), 9=-321(LC 5) Max Grav 6=1702(LC 9), 9=1056(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-293/147, 10-11=-273/182, 2-11=-269/214, 3-8=0/303, 2-3=-312/294, 3-4=-2743/1836, 5-6=-426/235, 1-9=-261/0 BOT CHORD 8-9=-1706/2525, T-8=-154812649, 7-14=-1548/2649, 6-14=-1548/2649 WEBS 4-8=-313/254, 4-6=-2676/1609, 3-9=-2341/1170, 1-3=-248/413 NOTES- `,,�Iiltlllf/j�,, 1) Unbalanced roof live loads have been considered for this design. ,�� QU I N �� 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; ,� P. •,.. �j� �� C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 14-1-15; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 ,�� ,� ,•'� Ci E N S+' • �� V 1 • 3) Provide adequate drainage to prevent water ponding. �� •• . 4) All plates are MT20 plates unless otherwise Indicated. N 68182 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.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. -p 8) Refer to girder(s) for truss to truss connections. •, T F : 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 908 lb uplift at joint 6 and 321 lb uplift at 4 A joint 9. "Semi i� •, Q •: 10) -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. be to load(s) 192 lb down 86 lb up at •' ` ss• ' • �, 11) Hanger(s) or other connection device(s) shall provided sufficient support concentrated and bottom The design/selection device(s) is j �` J N A, 11-8-0 on top chord, and 192 lb down and 86 lb up at 11-8-0 on chord. of such connection t%%% the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (3). LOAD CASE(S) Standard I FL Cert. 6634 October 22,2014 Continued on page 2 AWAANIM.. •Verifp design parrnrecers read READ FATES GN 7N7SAND IA4a. VDEO Mt7EKRFfERENCE PAGE NN-7473 m . 11291201,1WOMIUSE Design valid for use only with MRek connectors. This design is based only upon parameters shown, and Is for an individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the M iT®k• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety I lorma Ion va able from Truss Plate In tltute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. 1i5out�Icrn iTTe�fiPI umberisspecifiet,thedesignvalues9,Tet:heseeffectiveU601/2013byAtSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply PGA Clubhouse AdditionT6593092 27371R 805 Half Hip 1 1 ob Re erence o tional East Coast Truss, Fort Pierce, FL. 34946 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-100, 3-5=-152(F=-52), 6-9=-20 Concentrated Loads (lb) Vert: 13=-150(F) 14=-150(F) T530 s Jul 112014 MTek Industries, Inc. Wed Oct 2211:39:57 2014 Page 2 1D:67UqitGmVgxDOkpUt8gBcBygeB1-ct2raFOEZknMPcFgRlhY1 sZaN8YC_9lzOdxz9ZyQu4m WAR MIM:r-Vedlyde.sJgn p..meters and AM AO TES C TMS AM INa UDED HITFKREFEREXXPAGE M!l-14T3 .. 1129120IdSffCffWE Design valid for use only with MITek connectors. This design 1s based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/71`I1 Quality Crlterla, DSB-89 and BCSI Building Component S fety Informa Ion gvapable from jruss Plate Institute, 781 N. Lee Street, Suite 312, AI xandria, VA 2314. 1 Southem ine gSPrIumlrec fsspetitied,the desigo vahtes are tha5e %cxiiae 4S 0112013 try R4t3C F MiTek° 6904 Parke East Blvd. Tampa, FL 33610-4115 Jog Truss Truss Type City Ply PGA Clubhouse Addition T6593093 27371 R Bo6 Half Hip 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34945 1.0Ou s Jul i 1 20 i4 MCI uk indumliub, m, vveu vui cc Ia— — 4w 1+ F.U. I D:67UgitGmVgxDOkpUt8gBcByqeB1-JLHOOleOEAGDGg4GMZ7DhW2iP7J9HbZ81Y91YyQsx1 4-11-5 9-4-9 14-1-5 _ �11-5 4.5-4 4-8-12 4x4 2x4 II 6.Oo 12 2 93x6 a 3x6 = 4x4 = 6 5x5 = Scale = 1:38.8 LOADING (psf) TCLL 30.0 TCDL 20.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC2010/TP12007 cSl. TC 0.77 BC 0.97 WB 1.00 (Matrix-M) DEFL. in Vert(LL) -0.17 Vert(TL) -0.47 Horz(TL) 0.05 (loc) I/dell L/d 6-8 >950 360 6-8 >352 240 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 89 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-5 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-6-2 oc bracing. WEBS 1 Row at midpt 4-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=1148/0-8-0, 9=987/Mechanical Max Horz 9=590(LC 5) Max Uplift 6=-765(LC 5), 9=-291(LC 5) Max Grav 6=1372(LC 9), 9=987(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -1 0=-293/143, 10-11=-289/186, 2-11=-268/218, 3-8=0/257, 2-3=-304/288, 3-4=-2446/1711, 5-6=-341/199 BOT CHORD 8-9=-1601/2268, 7-8=-1404/2312, 6-7=-1404/2312 WEBS 4-8=-334/293, 4-6=-2404/1494, 3-9=2080/1071, 1-3=-254/416 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., /II1IIfIII/I ♦ U I N V F� .,� P ..... GCpl=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 13-11-9; cantilever left and right exposed ; Lumber DOL=1.60 plate %♦� , G E NS+ ••.• i� `4 •.• grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. N 6 8182 * ; •; 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide fit between the bottom members. .. 'O will chord and any other 7) Refer to girder(s) for truss to truss connections. s '. T O F 441 Z 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 765 Ib uplift at Joint 6 and 291 lb uplift at �, • • P 2��• 9)1 Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �0i, ••• , ••� �� ♦�� �I,SS E�♦♦♦` N A� LOAD CASE(S) Standard III 1 I I I I11/♦ 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-2=-100, 3-5=-152(F=-52), 6-9=-20 FL Cert. 6634 October 22,2014 ®WAWAG -V dfr desl4n pammema +nd READ A07ESOP171IrSAMD INQttDED MITFKREFF.REACEPAGE MrI-7473 m R 112912016MOUME Design valid for use only with MRek connectors. This design is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbillity of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vaPuble from Jruss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA zg2314 III Pine�SP} lumber is sp ec died, the design values are those effective O5jQ1/�013 by ALSC Tampa, FL 33610-4115 Jobs Truss Truss Type City Ply PGA Clubhouse Addition T6593094 I 27371113 Cal Half Hip 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Wed Oct 22 11:39:58 2014 Page 1 ID:67UgitGmVgxDOkpUt8gBc8yqeB1-44cDob1 sK1vD1 mgs_aCna351CYzhjVK6FHgWh7yQu41 i 2-1 8 , 7-11-12 13-4-0 17-10-4 20-3-3 i 27-2-5 22�8 5.4.4 5-4-4 4-6-4 2-414 6-11-3 6.00 12 2x4 I 5 16 15 14 13 12 11 6x8 = 48 i US 11 6x8 M18SHS = 44 = 3x8 M18SHS = US = lx4 II 48 M18SHS = Scale = 1:52.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.85 Vert(LL) 0.34 11-13 >839 360 MT20 2441190 TCDL 20.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.80 11-13 >362 240 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.96 Horz(TL) 0.14 10 nla n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 152 Ito FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except` TOP CHORD Structural wood sheathing directly applied or 2-9-1 oc purlins, except 6-8: 2x4 SP 285OF 1.8E end verticals. BOT CHORD 2x4 SP 285OF 1.8E `Except" BOT CHORD Rigid ceiling directly applied or 4-4-7 oc bracing. 1-16,2-16: 2x4 SP No.3 WEBS 1 Row at midpt 3-6. 6-15, 8-10 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10=1922/0-10-9, 16=202510-8-0 Max Horz 16=837(LC 5) Max Uplift 10=-961(LC 5), 16=-920(LC 4) Max Grav 10=2154(LC 9), 16=2084(LC 9) FORCES. (lb) -Max. Comp.lMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-701/657, 2-3=-2021/593, 3-20=-273/114, 4-20=-258/137, 6-13=-153/252, 5-6=-280/263, 6-7=-6781/3360, 7-8=-514812301, 9-10=-273/149 BOT CHORD 1-16=-669/1170, 15-16=-398/191, 14-15=-3210/6547, 13-14=-3210/6547, 12-13=-2899/6213, 11-12=-2899/6213, 10-11 =-1 647/3639, 2-16=-2078/863 WEBS 2-15=-893/2211, 3-15=-456/1109, 3-6=-2114/1053, 6-15=-4667/2106, 7-13=-504/601, 7-11 =- 1373/772, 8-11=-78611816, 8-10=4001/1819 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-2-0 to 3-0-0, Interior(1) 3-0-0 to 27-0-9; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) The solid section of the plate is required to be placed over the splice line at joint($) 12. 6) Plate(s) atjoint(s) 4, 5, 13, 8, 9, 10, 1, 16, 16, 2, 14, 15, 3, 6, 7 and 11 checked for a plus or minus 0 degree rotation about its center. 7) Plate(s) at joint(s) 12 checked for a plus or minus 5 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load non concurrent with any other live loads. 9) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 961 Ib uplift at joint 10 and 920 lb uplift at joint 16. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard ®W'ARNlhti •VenYy desryr ranneeo:rs ,cnd READ Ml7MS ON RMSAM lNaUDED MITEKREFERENCE RAG£ M77.7473 mn I f29/7.014WOR WE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information va' able from Truss Plate In titute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. 1i Sduthet n Fine�SP lumber iss Uic ,the dw3Zi Values are those effective- 06 0112013 by AL SC FL Cert. 6634 October 22,2014 M!Tek• 6904 Parke East Blvd. Tampa, FL 33610.4115 Jobf Truss Truss Type Qty Ply PGA Clubhouse Addition T6593094 27371R Col Half Hip 1 1 Job Reference o t'onal East Coast Truss, Fort Pierce, FL. 34945 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-100, 6-9=-152(F=-52), 16-17=-20, 10-16=-20 /.03V S JUI 111U14 MI I eK InaUSMOS, Inc. VVeo VCl" 11A0:00—I4 rage4 ID:67UgitGmVgxDOkpUt8gBc8ygeB 1-44cDobl sK1 vD1 mgs_aCna351CYzhjVK6FHgWh?yQu41 ,&WARNIAG-Ve,ifg deakya yam —Ma and RFAD M75017774TSAW VWXUDFD MITFKRFFF.RF.MSAArr MU•7423,—YJd9/2nIQNE}'OMME Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TFII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informs Ion gva'uable f )m jruss Plate Institute, 781 N. Lee Street, Suite 312, Ale andria, Vq 2314 Tampa, FL 33610.4115 135outhern "1net5P}turn etissreti ied,thecusignvaluesarro,those,v ectivetadi IjiDISbyAtSC JiDb Truss Truss Type City Ply PGA Clubhouse Addition T6593095 2737IR CO2 Half Hip 1 1 ob e e e ce o do al East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITek Industries, Inc. Wed Oct 22 11:39:59 2014 Pagel ID:67UgilGmVgxDOkpUt8gBc8yqeB1-YGAb7x1U5L14ewP3YI106HexdyFkSyLFTxQ4ERyQu4k 2-7-8 7-11.12 13-0-0 19-3-3 25-2-5 , 2-7.8 5-4-4 5-4-4 5-11-3 5-11-3 6.00 12 2x4 II 5 15 14 13 12 11 lu 5x6 II 48 G 3x4 = 5x10 = 3x4 I I 3x8 M18SHS = 412 = lx4 II 3x8 M18SHS = 2-7.8 - 0 -11-12 13.4=O 19.3-3 25.1-15 25- -5 2-7-8 0- 8 5.3.12 5-4-4 5-11-3 5-10-13 0- 6 Scale: 1/4"=l' A 05 N I6 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.80 Vert(LL) 0.26 10-12 >999 360 MT20 2441190 TCDL 20.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.60 10-12 >442 240 M18SHS 2441190 BCLL 0.0 ' Rep Stress Incr NO WB 0.91 Horz(TL) 0.09 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 143 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-2-8 oc purlins, except 6-8: 2x4 SP 285OF 1.8E end verticals. BOT CHORD 2x4 SP No.1 'Except' BOT CHORD Rigid ceiling directly applied or 3-10-3 oc bracing. 1-15,2-15: 2x4 SP No.3 WEBS 1 Row at midpt 3-6, 6-14, 8-10 WEBS 2x4 SP No.3 'Except' MiTek recommends that Stabilizers and required cross bracing 5-12,8-10: 2x4 SP No.2 be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9=1741/0-10-9, 15=1862/0-8-0 Max. Horz 15=8l l (LC 5) Max Uplift9=-894(LC 5), 15=-856(LC 4) Max Grav 9=1963(LC 9), 15=1902(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-533/570, 2-3=-1754/474, 3-19=-274/120, 4-19=-259/143, 5-6=-285/264, 6-7=-4481/2064, 7-20=-4481I2064, 8-20=-4481I2064, 8-9=-18911899 BOT CHORD 1-15=-512/835, 14-15=-3411224, 13-14=-2505/5020, 12-13=-2505I5020, 11-12=-2654/5241, 10-11=-2654/5241, 2-15=-1875/779 WEBS 2-14=-760/1902, 3-14=-315I802, 3-6=-1766/895, 6-14=-3413/1540, 6-10=798/620, 7-10=-1126/541, 8-10=-2114/4582 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-2-0 to 3-0-0, Interior(1) 3-0-0 to 25-0-9; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 894 lb uplift at joint 9 and 856 lb uplift at joint 15. 9) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Continued on Daae 2 i N '• i * : N 68182 T OF '41J~ �.O••. 7c P ; =W� ,��SEwt�% FL Cert. 6634 October 22,2014 AWARWAO-Vdfrd.s4. pa—M. rod READ A07ES GN 7NTSAM MaUDED MITEKREFERE,KEPAGEA111-7473Ter. I1d912014BUOMME Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. ��• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the MiTek erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. 5 fety Inlormatlon vo able from Truss Plate Institute, 781 [I. Lee Street, Suite 312, Alexandria, VA 2374 I?Southern Iine�SPI lumberisspecified,thedesignvaluesarethoseeffective06 01/1013byALSC Tampa, FL 33610-4115 jot) Truss Truss Type Qty Ply PGA Clubhouse Addition T6593095 27371 R CO2 Half Hip 1 1 Job Reference (optional) East GOast l russ, Pon Pierce, FL. 34946 LOAD CASE(S) Standard Uniform Loads (pif) Vert: 1-5=-100, 6-8=-152(F=-52), 15-16=-20, 9-15=-20 f.D'Su s Jul11 zu14 MI I ex mauslnes, inc. vvea uct ZZ 11:ae:oe Za14 rage Z ID:67UgitGmVgxDOkpUt8gBc8yqeB 1-YGAb7xl U51-14ewP3YljO6HexdyFkSyLFTxQ4ERyQu4k a, WARNtAG-11AMly dcsrfn pa—t—aad READ A07355 GN Mis,41M MaUDED MTIFKRFFF.REACF'AAGE M11-7473rrra .tf19/20165DYWHI E Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the M iTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salety Inlormat on gvauuable from Jruss Plate In§titute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 It 5outherrt 'ine lSpj lumber issgletit eu, thedesign Values aTe thoseaffettivr Ofi 01/2013 byALSC Jolty Truss Truss Type Qty Ply PGA Clubhouse Addition T6593096 27371 R CO3 Half Hip 1 1 Job e e e c o do a East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek In sides, Inc. Wed Oct 22 11:40:00 2014 Page 1 ID:67UgitGmVgxDOkpUt8gBcByqeB1-OSj DG26sfgxG4_F67FFfUB5GMbRB04Pib9dmuyQu4j i 2-7-8 7-11-12 13-4-0 18.1-7 23-2-5 i 2-7-8 5-44 5-44 4-9-7 5.0-15 6.00 12 2x4 11 6x6 = 4x8 G 1x4 I I 3x4 II 5x8 = 4x4 = 5x6 WB = Scale=1:44.7 A N N m I� LOADING (psf) TCLL 30.0 TCDL 20.0 BCLL 0.0 • BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC2010rrP12007 CSI. TC 0.87 BC 0.88 WB 0.94 (Matrix-M) DEFL. in Vert(LL) -0.23 Vert(TL) -0.70 Horz(TL) 0.09 (loc) I/defl L/d 9-10 >999 360 9-10 >342 240 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 133 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-9 oc purlins, except 6-8: 2x4 SP No.1 end verticals. BOT CHORD 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 4-0-7 oc bracing. 1-11,9-11: 2x4 SP No.1 WEBS 1 Row at midpt 6-12, 7-9 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9=1556/0-10-9, 13=1703/0-8-0 Max Horz 13=844(LC 5) Max Uplift9=-833(LC 5), 13=-788(LC 4) Max Grav 9=1771(LC 9), 13=1721(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-525/523, 2-3=-1510/363, 3-17=-282/123, 4-17=-267/147, 4-5=-258/198, 6-10=-427/378, 5-6=-284/266, 6-7=-4858/2464, 8-9=-363/191 BOT CHORD 1-13=-451/685, 12-13=-370/275, 11-12=-2337/4608, 10-11=-2337/460B, 9-1 0=-1 704/3425, 2-13=-1679/705 WEBS 2-12=-653/1636, 3-12=-261/666, 3-6=-1555/808, 6-12=-3148/1414, 7-10=-824/1529, 7-9=3552/1800 let 1) NOTES. ♦� OP.�•,.....,,• 1) Unbalanced roof live loads have been considered for this design. ♦♦♦ , G E N,9 �® 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; ,♦ V 16, i C-C Exterior(2) 0-2-0 to 3-0-0, Intertor(1) 3-0-0 to 23-0-9; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 N 68182 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 11. 5) Plate(s) at joint(s) 4, 5, 10, 8, 9, 1, 13, 13, 2, 12, 3, 6 and 7 checked for a plus or minus 0 degree rotation about its center. — 6) Plate(s) at joint(s) 11 checked for a plus or minus 3 degree rotation about its center. "0 7) This truss has been designed fora 10.0 psf bottom chord live load non concurrent with any other live loads. ;,'Q �, T F : '� Z 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 00. 41 fit between the bottom chord and any other members. ��j ri6�4#" �� Q;•N9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 833 Ib uplift at joint 9 and 788 Ib uplift at �jjoint 13. �j • • `-% 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design ofthistruss.�0 N A� 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).lilt l lily LOAD CASE(S) Standard FL Cert. 6634 October 22,2014 Continued on Pacte 2 ® WARNM •V,?dfydes4. pamme(an aad READ AMESCN71ISAND INCLUDED r911EKREEEREXFFACE N11-M73 M. J1Z.4/201J8ff1WWE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. �- Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stablllty during construction Is the responsibllllty, of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 78114. Lee Street, Suite 312, Alexandria, VA 2314. If Southern Pine�5p1 lumber rsspecified, the design values are those effective Qfi/01/2013 by ALSC Tampa, FL 33610.4115 Joy 4 Truss Truss Type Qty Ply PGA Clubhouse Addition T6593096 27371R CO3 Half Hip 1 1 Job Reference ototional East Coast Truss, Fort Pierce, FL. 34946 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-100, 6-8=-152(F=-52), 13-14=-20, 9-13=-20 7.530 s Jul 112014 MTek Industries, Inc. Wed Oct 22 11:40:00 2014 Page 2 ID:67UgitGmVgxDOkpUt8gBc8ygeB 1-OSj_DG26sf9xG4_F67FFfUB5GMbRB04Pib9dmuyQu4j k INAANlfrti112,912014BEFOMMF. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information gvaVble from Truss Plate Institute, 781 N. Lee Street, Suite 312, AI fixandria, Vq 2314. It Southetn Pine tSPf lumbe€ is specified, the doiign values ate thoze eetrisre Q5�Q1 f2U13 by F4LSC MTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Truss Type Qty Ply PGA Clubhouse Addition T6593097 Half Hip 1 1 1 .530 s Jul 112014 MiTek Industries, Inc. Wed Oct 22 i 2-7-8 7.11-12 13-4-0 17-1-7 21-215 2-7-8 5-4-4 5-4-4 3-9-7 4.0.5 6.00 12 2x4 11 5 13 12 11 70 5x5 = 08 �1x4 I 2x4 II 5x8 = 44 = 3x4 = LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plates Increase 1.25 TCDL 20.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2010fTP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 1-13,2-13: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=1369/0-10-9, 13=1545/0-8-0 Max Horz 13=849(LC 5) Max Uplift9=-773(LC 5), 13=-722(LC 4) Max Grav 9=1578(LC 9), 13=1545(LC 1) Scale = 1:45.0 I6 CSI. DEFL, in (loc) Ildefl L/d PLATES GRIP TC 0.71 Vert(LL) 0.1510-12 >999 360 MT20 244/190 BC 0.83 Vert(TL) -0.37 9-10 >588 240 WB 0.81 Horz(TL) 0.06 9 n/a n/a (Matrix-M) Weight: 123 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-2-8 oc bracing. WEBS 1 Row at midpt 6-12, 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) -Max. Comp./Max. Ten. -AI] forces 250 (lb) or less except when shown. TOP CHORD 1-2=-502/447, 2-3=-1305/251, 3-17=-2841127, 4-17=-269/151, 4-5=-259/202, 6-10=-526/418, 5-6=-285/267, 6-7=-381212011, 8-9=-288/152 BOT CHORD 1-13=-370/499, 12-13=-3921322, 11-12=-1895/3623, 10-11=-1895/3623, 9-10=-1299/2510, 2-13=-1480/625 WEBS 2-12=-531/1382, 3-12=-171/479, 3-6=-1335/701, 6-12=-2323/1048, 7-10=-802/1441, 7-9=-2716/1428 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-2-0 to 3-0-0, interior(1) 3-0-0 to 21-0-9; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 11. 5) Plate(s) at joint(s) 4, 5, 10, 8, 9, 1, 13, 13, 2, 12, 3, 6 and 7 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 11 checked for a plus or minus 4 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 773 lb uplift at joint 9 and 722 lb uplift at joint 13. 10) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard ®WARNI Vndtydns nparamea-and RfAb MMSCH MY AM IMMED HITEKRFFFRF.&MMOFN13442.3 n!a I/29/2.010I3"MWE Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stebllity during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Inlorma on va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. IfSouthern irre�SP lumber is specdltd, the design values are those effective 06 1/2013 by A FL Cert. 6634 :1 October 22,2014 IMF MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Jib Truss Truss Type Qty Ply PGA :IubhouseAddition T6593097 27371 R C04 Half Hip 1 1 Job Reference factionall East Coast Truss, Fort Pierce, FL. 34946 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads.(plf) Vert: 1-5=100, 6-8=-152(F=-52), 13-14=-20, 9-13=-20 7.530 s Jul 112014 MITek Industries, Inc. Wed Oct 22 11:40:00 2014 Page 2 ID:67UgitGmVgxDOkpUt8gBcByqeB1-08j DG26sf9xG4_F6?FFfUB7oMcDBQ9Pib9dmuyQu4j ®WARNIM-Vert:fdetgn paramatsrs aad RE4D A07ESGN7MSAND INC.aDED MITEKREFEREACEPAGEMY-MI3 raw 2129120148EE08EUM Design valid for use only with MITek connectors. This design Is based any upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informa Ion gvapable from Truss Plate Institute, 781 N. Lee Street, Suite 312Alexandria, VA 2314. Tampa, FL 33610-4115 ifSauUierngine[SP lumberisspeedied, the design values are thbsieffectiv Gfi 01/2013 by ALSC Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593098 27371R COS Half Hip 1 1 Jab a ere ce o 'o al East Coast Truss, Fort Pierce, FL. 34946 - 7.530 s Jul 112014 MiTek Industries, Inc. Wed Oct 22 11:40:01 2014 Page 1 ID:67UgilGmVgxDOkpUt8gBc6yqeB1-UeHMQc3kdyHouEZRgjmUBijE lzxws1YxFvAIKyQu4i 2-7-8 7-11-12 13.4-0 2-7-8 5-4.4 5-4-4 5-10-5 6.00 12 2x4 11 5 12 10 3X6 11 4X8 i 1x4 II 2X4 I I - 4x8 = 44 = 4x10 = -7-8 2-7-8 2-12 7- -12 13-4-0 19-1-15 2 Q. 8 5-3-12 5-4-4 5.9-15 0• 6 Plate Offsets (X Y)- (1:0-1-0 0-2-01 (6:0-5-12 0-5-01 LOADING (psf) SPACING- 2.0-0 CSI. TCLL 30.0 Plates Increase 1.25 TC 0.97 TCDL 20.0 Lumber Increase 1.25 BC 0.67 BCLL 0.0 • Rep Stress Incr NO WB 0.90 BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 *Except* 6-7: 2x4 SP 285OF 1.8E BOT CHORD 2x4 SP No.2 *Except* 1-12,2-12: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 5-9: 2x4 SP No.2 REACTIONS. (lb/size) 8=1177/0-10-9, 12=1393/0-8-0 Max Harz 12=854(LC 5) Max Uplift8=-714(LC 5), 12=-657(LC 4) Max Grav 8=1379(LC 9), 12=1393(LC 1) Scale=1:43.7 Id DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) 0.11 9-11 >999 360 MT20 244/190 Vert(TL) -0.23 9-11 >828 240 Horz(TL) 0.02 8 nla n/a Weight: 114 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-10-1 oc bracing. WEBS 1 Row at midpt 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4971411, 2-3=rl103/132, 3-16=-2951143, 4-16=-280/166, 4-5=-270/217, 6-9=-8271569, 5-6=-293/271, 6-17=-2903/1601, 7-17=-2887/1600, 7-8=-1309/720 BOT CHORD 1-12=-333/493, 11-12=-400/346, 10-11=-1441/2660, 9-10=-1441/2660, 2-12=-1301/551 WEBS 2-11=-418/1170, 3-11=-821309, 3-6=-1127/597, 6-11=1526/675, 7-9=1610/2863 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-2-0 to 3-0-0, Interior(1) 3-0-0 to 19-0-9; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load 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 714 lb uplift at joint 8 and 657 lb uplift at joint 12. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1,25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-100, 6-7=-152(F=-52), 12-13=-20, 8-12=-20 FL Cert. 6634 October 22,2014 ®WARNIM -Yedfr desbja pars M a+ad RFAD P07ESON7MU MJ 114a rDED MMKREFEREhCF)AGEN114473 ma 110120Id8Efa8 WE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component.®�• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability dudng construction Is the responsibillity of the R A ITe1'• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding 'V1 1 R fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Solety Information vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312, AI xandda, VA 2314. Ifs Pine�SP� lumber isspecified, the deMrn values are thane a fective 06 0112013byALSC Tampa, FL 33610-4115 Jab + Truss Truss Type Qty Ply house Addition T6593099 Forence 27371 R Coe Half Hip 1 1 (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MTek Industries, Inc. Wed Oct 22 11:40:02 2014 Page 1 I D:67UgitGmVgxDOkpUt8gBc6yqeB 1-yrrkey4NOGPf W08dDQHjkvGS 19MYfNwiAvekgmyQu4h i 2-7.8 7-11-12 13.4-0 17-2-5 8 5-4.4 5-44 3-10-5 6.00 12 2x4 I I Scale = 1:42.7 5 Ib 12 -1.1 10 ' 3x6 I I 4x8 i 1x4 I 2x4 I 3x8 = 3x4 = 3x4 = 2-1 2- 0 7-11-12 13.4-0 17-1-15 17- -5 2-7-8 0• B 5-3.12 5-4-4 3.9-15 0-0-8 Plate Offsets (X Y)— 11:0-1-0 0-2-01 16:0-5-8 0-4-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.77 Vert(LL) 0.05 9-11 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.12 9-11 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.60 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 105 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-1 oc purlins, except BOT CHORD 2x4 SP No.2 'Except' end verticals. 1-12,2-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-11-15 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=980/0-10-9, 12=1246/0-8-0 Max Horz 12=861(LC 5) Max UpliftB=-661(LC 5), 12=-591(LC 4) Max Grav 8=1178(LC 9), 12=1246(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-482/350, 2-3=-909/10, 3-16=-296/144, 4-16=-281/167, 4-5=-271/218, 6-9=-815/574, 5-6=-292/271, 6-17=-1839/1079, 7-17=-1824/1078, 7-8=-1130/662 BOT CHORD 1-12=-273/477, 11-12=-421/388, 10-11=-958/1697, 9-10=-958/1697, 2-12=-1140/471 WEBS 2-11=-289/946, 3-6=-902/480, 6-11=730/273, 7-9=-1169/1954 NOTES- 1) Unbalanced roof live loads have been considered for this design. 1111111111111 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; ,%�OP.Q% V N Vt�� III�� C-C Exterior(2) 0-2-0 to 3-0-0, Interior(1) 3-0-0 to 17-0-9; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 ,�•.. `�j 3) Provide adequate drainage to prevent water ponding. `� ' .• C E Ns ••., ��� 4) Plates checked for a plus or minus 0 degree rotation about its center. ,� •• V F 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. : N 681 82 o 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 661 Ito uplift at joint 8 and 591 lb uplift at joint 12. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. TVF9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B), i� • �4All LOADCASE(S) Standard1)DDead +Roo Livpel(balanced): Lumber Increase=1.25, Plate Increase=1.25UnifoONA'` . Vert: 1-5=-100, 6-7=-152(F=-52), 12-13=20, 8-12=-20 1111fill 1/1 FL Cert. 6634 October 22,2014 ®WARNII,G•Yeritydesgn paramemrs anJ READ tA7ES ON TMS AND INaIMEDMITEKREEEREACE PAGE M11-7473mr. IJ291201dWORENSI.' , Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslblllity of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information 1varble from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA Q2314. ifSouthemVine SP lumherrsspetified,thedesimvatuesaretheseef#ecttivg06J0112013byALSC Tampa, FL 33610-4115 JotJ Truss Truss Type Qty Ply PGA Clubhouse Addition T6593100 27371R C07 Half Hip 1 1 Job Reference (ootionall East Coast Truss, Fort Pierce, FL. 34945 7.530 s Jul 11 2014 MITeK Industiles, Inc. Wed Oct 22 11:40:02 2014 Page 1 I D:67UgitGmVgxDOkpUt8gBcByqeB1-yrrkey4N OGPf WOBdDQHjkvGPX91ofJZiAvekgmyQu4h 4-11-12 9-8-0 1410-4 17-7 4-11-12 4-8-4 5-2-4 2-8 14 2-5-6 1 5.5-12 2x4 Scale = 1:47.0 I I 04 15 '., 1. 9 3x8 II 5x8 M1BSHS — 3x6 — 4x8 M18SHS = 48 M183HS = 6x10 3x4 = i 4-11-12 9-8-0 17-7-3 i 25.5-15 25-8-5 4-11-12 4-8-4 7-11-3 7-10-13 0-d-e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 1.00 Vert(LL) 0.45 10-13 >672 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -1.06 10-13 >287 240 M18SHS 244/190 BCLL. 0.0 • Rep Stress Incr NO WB 0.88 Horz(TL) 0.19 9 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 145 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-5 oc purlins, except 4-7: 2x4 SP 285OF 1.8E end verticals. Except: BOT CHORD 2x4 SP 285OF 1.8E 2 Rows at 1/3 pts 4-13 WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 3-11-15 oc bracing. 4-14,5-13,6-9: 2x4 SP No.2 WEBS 1 Row at midpt 2-4, 4-14, 6-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 9=2080/0-10-9, 15=1773/Mechanical Max Horz 15=734(LC 5) Max Uplift 9=-1 035(LC 5), 15=-609(LC 5) Max Grav 9=2326(LC 9). 15=1852(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-2138/727, 2-16=-1972/751, 2-3=-263/185, 4-5=-7744/3934, 5-6=-6267/2810, 8-9=-416/219, 1-15=-1811/626 BOT CHORD 14-15=-749/532, 13-14=-3764/7448, 12-13=-3445/7326, 11-12=-3445/7326, 10-11=-3445/7326, 9-10=-2315/5123 WEBS 2-14=-712/1483, 2-4=-2286/1232, 1-14=-619/1878, 4-14=-5633/2608, 5-13=-526/453, 5-1 0=-1 301/782, 6-10=-633/1465, 6-9=-5305/2408 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 25-4-9; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1035 lb uplift at joint 9 and 609 lb uplift at joint 15. FL Cert. 6634 October 22,2014 Continued on a e 2 ®WARNIM V.6fr desetn paramem..nd READ M7E9GN7Nr9A1R INCLUDED MITEKREFERENMFASCA111-M73.. 1/29/201JBEfMMVM Design valid for use only with Walk connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informa(Ion gvagable ftrrom Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA yy2314. itSoutllemPine fiP tumlleriyspetified,triedesignval�uesaretha5eef#etri17aD6r01/2013byALSC Tampa. FL 33610-4115 Jot? Truss Truss Type QI Ply PGA Clubhouse Addition T6593100 27371R C07 Half Hip 1 1 ob e e e e o do al East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITek Industnes, Inc. Wed Oct 22 11:40:D2 2014 Page 2 ID:67UgitGmVgxDOkpUt8gBcByqeB1-yrrkey4NOGPfW08dDQHjkvGPX91ofJZiAvekgmyQu4h NOTES- 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used i the analysis and design of this truss. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are notgd as front (F) or back (B): LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-100, 4-8=-152(F=-52), 9-15=-20 ®WARMNG•Verfydesignpam.,ea!naadTlFilDAWESGNMISAM1INCLUDED MITFKREEFREM.1 PAGEN114473M-11291201daffouv5E Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the WOWerector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vo able from Truss Plate Instltuie, 781 N. Lee Street, Suite 312, Alexandria, VA 2314Tampa, FL 33610-4116 lf5outhernPine�SP tumberisspecified,thedestgnvaluesarethaseeffective0b 0111013 by ALSC Job ° Truss Truss Type Qty Ply PGA Clubhouse Addition T6593101 27371R C08 Half Hip 1 1 ob e e ce o tional East Coast Truss, Fort Plerce, FL. 34946 1.03u s Jul A A zu-w mi i arc uteusin-, mu. imu v i cc i i.46.65 cv it ray. , ID:67UgitGmVgxDOkpUtBgBc8ygeB1-Q1 P6rl479aXW7Xjgn7oyH7oabZcMOITrOYOHNDyQu4g 4.10-1 12-4.12 19-11-7 4-10-1 7-6-11 7.6.11 4x4 6.00 12 3HS 6x6 = Us = 3x8 M18SHS = 6x10 = Scale = 1:41.9 1x4 II 4-10-1 12-4-12 19.11-1 19.11-7 4.10-1 7.6.11 7-6-5 0- •8 Plate Offsets (X Y)— f3.0-8-0 0-2-81 f5.0-4-0 Edgel f6:0-3-8 Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 1.00 Vert(LL) 0.26 8-10 >902 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.58 8-10 >404 240 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.90 Horz(TL) 0.14 7 n/a. n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 117 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 3-5: 2x4 SP 285OF 1.8E, 5-6: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-0-4 cc bracing. BOT CHORD 2x4 SP No.1 WEBS 1 Row at midpt 4-10, 3-11 WEBS 2x4 SP No.3 *Except* 2 Rows at 1/3 pts 4-7 2-10,6-7: 20 SP No.2, 4-7: 2x4 SP No.1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7=1664/0-10-9, 11=1482/Mechanical Max Harz 11=573(LC 5) Max Uplift7=-668(LC 5), 11=-532(LC 5) Max Grav 7=1892(LC 9), 11=1541(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-285/144, 12-13=-281/188, 2-13=-261/218, 3-10=0/447, 2-3=-295/268, 3-4=-4043/2434, 6-7=-542/278 BOT CHORD 10-11=-2234/3700, 9-10=-2359/4996, 8-9=-2359/4996, 7-8=-2359/4996 WEBS 4-1 0=-1 295/0, 4-8=0/307, 4-7=-4938/2343, 1-3=-258/407, 3-11=-3628/1770 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(l) 3-1-12 to 19-9-11; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in, all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 868 lb uplift at joint 7 and 532 lb uplift at joint 11. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-100, 3-6=-152(F=-52), 7-11=-20 V i N V 1 !F i '�ee N 68182 cc T F �L! Z E�0>% �� !Il111111j1�, FL Cert. 6634 October 22,2014 AWARVr11S •Vent y desio parameters aad READ MOTES ON 7NrS AND MaUDED MITEKREEEREAM PAGE M114473 yew I119/201dwomUSE Design valid for use any with MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity, of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Jruss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, Vqq 2314. 1f5authernPine�SP!tumberisspecified, the designvalues are thaseeffettive06 01/2013byAL5C Tampa, FL 33610-4115 Jotp Truss Truss Type Qty Ply PGA Clubhouse Addition T8593104 27371R -CJ3K Jack -Open 2 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7,530 s Jul 112014 MiTek Industries, Inc. Wed Oct 22 11:40:04 2014 Page 1 I D:ZzzSW7dbHNFuh_Dbh3Qzs4yZoP7-uDzU2e5dwtgNlhlOLrJCpKLnOz237Q1_dC7rvfyQu4f 3.5-11 t 1.0.0 3.5-11 Scale = 1:18.2 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.86 Vert(LL) 0.03 4-7 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.05 4-7 >937 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2010fTP12007 (Matrix-M) Weight: 13 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-7-8 oc purilns. SOT CHORD 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 e REACTIONS. (lb/size) 3=143/Mechanical, 4=59/Mechanical, 1=326/0-3-0 Max Horz 3=218(LC 5) Max Uplift3=-7(LC 5). 4=-21(LC 5), 1=-239(LC 5) Max Grav3=143(LC 1), 4=75(LC 9), 1=466(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-11481608 BOT CHORD 2-4=-776/1489 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2)-0-10-8 to 2-1-8, Interior(1) 2-1-8 to 3-4-15; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about Its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joints) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 lb uplift at joint 3, 21 lb uplift at joint 4 and 239 lb uplift at joint 1. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 October 22.2014 ®WARMNJ• Verifydesign parameters and RFAD M17ESON'ni1SAND 7AC1.W7CD H11TW EFERENXR40CN11.7473 ma I1l4/201dWORENSE Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. �- Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbillity of the MiTek erector, Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety I lormo Ion gvWble from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. If SollE11e111 Pu1e{SP lumt resspecified, the design ualUues are those 43ffec2ive 45 01/2013by A••LSC Tampa, FL 33610.4115 Job VTruss Truss Type Qty Ply PGA Clubhouse Addition T6593105 27371R -CJ6 Jack -Open 1 1 Job Re e e ce o do a East Coast Truss, Fort Pierce, FL. 34946 7,530 a Jul 112014 MITeK Inauslnes, inc. wea Oct 22 11 AVU4 ZU14 Yage 1 ID:67UgitGmVgxDOkpUt8gBcByqeB1-uDzU2e5dwtgNlhlOLrJCpKLpLz307Q1 dC7rvfyQu4f 1-6.3 5-8-3 1-8-3 4.2-0 Scale = 1:30.8 3xE 53x4 11 2.21 12 0- 6 1-6.3 5-6-9 5- 3 7.8-14 0- 6 1.5.13 4.0.6 0- - 0 2-0-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.74 Vert(LL) 0.09 5 >768 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.16 4-5 >424 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.11 4 n/a n/a BCDL 10.0 Code FBC201 OITP 12007 (Matrix-M) Weight: 23 lb FT = 0% LUMBER- BRACING. TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7=598/0-10-9, 3=-0/Mechanical, 4=59/Mechanical Max Horz 7=443(LC 9), 3=606(LC 9) Max Uplift7=-312(LC 5), 4=-12(LC 5) Max Grav 7=780(LC 9), 4=88(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-7=-614/255, 1-2=-725/293, 2-8=-678/309, 3-8=-622/328 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 5-7-7; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 312 lb uplift at Joint 7 and 12 lb uplift at Joint 4. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 October 22,2014 ®WARNIFA-Yod7ydnsi9n panmeten aad READ MTES ON TUTS AND IIA7.UDED MITFKR£EEREhr.F PAGE MII.7473 mr. 1129120IQ8FYMME Design valid for use only with MRek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stebllity during construction is the responslbillity of the iviiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. #fScut crn�P'ine7SPllumberiss ecifiend,thedesiignvaluesarettheseelffei v0C}6J�0112013byALSC Tampa, FL33610-4115 Job VTruss Truss Type Qty Ply PGA Clubhouse Addition T6693106 27371R -CJ6A Jack -Open 1 1 Job Reference o do al East Coast Truss, Fort Pierce, FL. 34946 I.b39 5 JUI 11 ZU14 MI I eK maus[nes, mc. Wea Vct Z I I:4u:u4 Zu14 rage I ID:67UgitGmVgxDOkpUtBgBc8yqeB1-uDzU2e5dwtgNlhlOLrJCpKLniz2b7Ql_dC7rvfyQu4f , 1-6. 5-10.5 , 1-.3 4.4-2 Scale = 1:30.6 UE 63x4 = 2.21 12 0-5! 1.6-3 5.8-12 5- •5 7-8.14 0- 8 1-5.13 4-2-8 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.84 Vert(LL) 0.10 5 >696 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.48 Vert(TL)' -0.18 4-5 >379 240 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.12 4 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 23 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installatigo REACTIONS. (lb/size) 7=616/0-10-9, 3=-0/Mechanical, 4=63/Mechanical Max Horz 7=463(LC 9), 3=631(LC 9) Max Uplift7=-321(LC 5), 4=-13(LC 5) Max Grav 7=804(LC 9), 4=93(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-638/264, 1-2=-772/311, 2-8=-707/319, 3-8=-648/339 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 5-9-9; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 321 lb uplift at joint 7 and 13 lb uplift at joint 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. OVIN ivF ♦� pP• .`��` ••�'� G E NSF •? ��♦ * : N 68182 * . /DNA FL Cert. 6634 October 22,2014 AWARNIM, verify assign rmmmema aw READ MV..S rN TUTS VM IMIUDED M UKREFEREMM PAGEM1I-7473 m. 11,N12. 11dwoREI/SE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information gva able from Truss Plgte Institute, 781 �. Lee Street, Suite 312, Alexandria, Vq 2314. Tampa, FL 33610-4115 IfSouth12mP"netSP Lumbarisspecified,thedesignvaluersarethose.efiective46�01 013byALSC Jot • Truss Truss Type Qty Ply PGA Clubhouse Addition T6593107 27371R Doi Half Hip 6 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 11 2014MiTek Industries, Inc. Wed Oct 22 11:40:05 2014 Page 1 I D:67UgitGmVgxDOkpUl8gBc8yqeB1-NQXtG_6FhBoDNrtCvYgRMYu7xNQ2sm IBsstOR5yQu4e 2-7-8 7-11.12 13-4-0 15-10-9 2-7-15.44 5-4-4 2-69 6.00 12 d I6 Scale = 1:42.3 10 12 34 II 4x8 i 1x4 11 2x4 4x8 = 3x4 = 3x4 = II 2-7.8 2- 0 7-11-12 13-4-0 15-10.9 2-71 0- B 5-3-12 5-44 2-6-9 Plate Offsets (X Y)— 11:0-1-0 0-2-01 16:0-5-8 0-4-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.69 Vert(LL) 0.03 9-11 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 SC 0.34 Vert(TL) -0.07 9-11 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.46 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 100 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-13 oc puriins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. 1-12,2-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 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. (lb/size) 8=846/0-8-0, 12=1154/0-8-0 Max Horz 12=872(LC 5) Max Uplift8=-642(LC 5), 12=-549(LC 4) Max Grav 8=1047(LC 9), 12=1154(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-479/323, 2-3=-797/0, 3-16=-298/145, 4-16=283/168, 4-5=-273/219, 6-9=-800/580, 5-6=-294/278, 6-7=-1169/725, 7-8=-1013/640 BOT CHORD 1-12=-247/474, 11-12=-438/416, 10-11=-631/1079, 9-10=-631/1079, 2-12=-1036/426 WEBS 2-11=-210/815, 3-6=-768/405, 6-11=-295/0, 7-9=892/1407 NOTES- 1) Unbalanced roof live loads have been considered for this design. ,,,�11111111 j/II, 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; ,O Qv (v VC I0� C-C Exterior(2) 0-2-0 to 3-0-0, Interior(1) 3-0-0 to 15-8-13; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to water Q. `� i✓•E N g • • �� �i� prevent ponding. 4) Plates for 0 degree its ,�� ,o ,•'. V CC•••, checked a plus or minus rotation about center. �� •• 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .. N 6 81$ 2 •� 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 642 lb uplift at joint 8 and 549 lb uplift at joint 12. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Si �• 441 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). i0' V�j LOAD CASE(S) Standard1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25Uniform Loads (plf)Vert: 1-5=-100, 6-7=-152(F=-52), 12-13=-20, 8-12=-20� FL Cert. 6634 October 22,2014 ®WARNlM3•Verilyde.,4. yarn",W.,vnd RFADMMSGN71416A77a IM7.UDE0 MI1f'KREfEREM 7MPr:Mff-7473 re=.a Y(d9/201QL+IIL3NEtiSf Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown �• Is for lateral support of Individual web membersonly. Additional temporary bracing to insure stability during construction Is the responsibility of the IV06Tek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crlterla, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandra, VA 2314. Tampa, FL 33610-4115 1i5vuthern rne7SP lumber is specified, the L-Agnvaluesare thuseeffecti= 00013t1ya5ii-SC Job 0 Truss Truss Type Qty Ply PGA Clubhouse Addition T659310a 27371 R D02 Half Hip 1 1 Job Reference (Optional) East Coast Truss, Fart Pierce, FL. 34946 7.530 s Jul 112014 MiTeK Industries, Inc. Wee OCl 22 11:4U:Ub YU1a rage 1 1 D:67UgitGmVgxDOkpUt8gBcByqeB 1-NQXtG_6FhBoDNrtCvYgRMYu_rNJ3slu8sstOR5yQu4e i 5.1.4 9-11-1 12-5-10� 5-1-4 4-9-12 2-9 10 2x4 II 4x4 II 3 0 ci N e r 6 3x4 = 5x8 WEI = 4x8 = 3x6 II Scale = 1:41.6 5.1-4 4-9.12 2.6-9 Plate Offsets (X Y)-- 14'0-1-8 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.76 Vert(LL) 0.22 7-9 >667 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.78 Vert(TL) -0.50 7-9 >293 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.52 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 80 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-12 oc purlins, except BOT CHORD 2x4 SP 285OF 1.8E'Except• end verticals. 8-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-11-13 oc bracing. WEBS 20 SP No.3 *Except* MiTek recommends that Stabilizers and required cross bracing 3-7: 2x4 SP 285OF 1.8E be installed during truss erection, in accordance with Stabilizer OTHERS 2x4 SP No.3 Installation uide. REACTIONS. (lb/size) 6=849/0-8-0, 10=744/Mechanical Max Horz 10=761(LC 5) Max Uplift 6=-735(LC 5), 10=-90(LC 4) Max Grav 6=1068(LC 9), 10=744(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown, TOP CHORD 1-11=-791/9, 2-11=-656/33, 2-12=-332/0, 3-12=-313/83, 4-7=335/315, 4-5=-891/672, 5-6=-942/683, 1-10=-726/114 BOT CHORD 9-10=-777/560, 8-9=-707/891, 7-8=-707/891 WEBS 5-7=-795/1037, 1-9=0/596, 2-7=706/491 NOTES- for design. ,1111111111/��� 1) Unbalanced roof live loads have been considered this 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 12-3-14; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 ,% .......... E • �� �� �� ,O • \ Ci �� 3) Provide adequate drainage to prevent water ponding. �� .• �. F•'•• 4) The solid section of the plate is required to be placed over the splice line at joint(s) 8. • • N 66182s) 5) Plate(s) at joint3, 7, 4, 6, 10, 5, 2, 9 and 1 checked for a plus or minus 0 degree rotation about Its center. w * � 6) Plate(s) at joint(s) 8 checked for a plus or minus 3 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.•, ••• T F ` 9) Refer to girder(s) for truss to truss connections. Q . 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 735 lb uplift at joint 6 and 90 lb uplift at �40 .• iC Q _ �� 1 11)Semi ---rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. , •• ,'� �••`�,�,` ��/ 0 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). js N � /j/111111111, LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) FL Cert. 6634 Vert: 1-3=-100, 4-5=-152(F=-52), 6-10=-20 October 22,2014 ® WAAMNO -Verity desgn Pararreren ,aad READ MIES ON MISAND MKIUDED MITEKRE'EERS&CE PAGE N11.7473 m a 2/1912014aEFfrMM Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown pek• is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding iViiT fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlormotion va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, Vqq 2314. Tampa, FL 33610.4115 1f5nuthernPineW iumberisspecified,thedesignvalues are thaseeffective0b 01/2019hyAL5C Jqb 1 Truss Truss Type Qty Ply Clubhouse Addition27371 TPOGA R D03 Half Hip 1T6593109 b Reference (optional) East Coast Truss, Fort Pierce, FL. 34945 7.530 s Jul 112014 MiTek Industries, Inc. Wed Oct 22 13:59:50 2014 Page 1 I D:67UgitGmVgxDOkpUtBgBcByqeB 1-k9HyU15a709w2RyNb91 oaGgtgQ80_51L_VxaEbyQsl d 5-1-2 7-7-11 5-1-2 2 6-9 30 i 6:00 12 2 4x4 Scale = 1:40.0 2x4 II US — 3x4 = Plate Offsets (X Y)-- i2:0-0-13 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.95 Vert(LL) 0.18 6-7 >483 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.24 6-7 >363 240 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) -0.01 5 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 54 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-5 oc puriins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 'Except* BOT CHORD Rigid ceiling directly applied or 5-8-2 oc bracing. 2-6: 2x4 SP No.1 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer [Installation guide, REACTIONS. (lb/size) 7=464/Mechanical, 5=550/0-8-0 Max Harz 7=658(LC 5) Max Uplift 5=-819(LC 5) Max Grav 7=464(LC 1), 5=836(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=294/314, 4-5=-293/243, 1-7=-362/5 BOT CHORD 6-7=-690/502, 5.6=-737/671 WEBS 3-5=-783/873, 1-6=-216/418 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) t; t 'VF I1.60 I N ♦�♦ Cpi O.S18EC-C Exterlio (2) 0-1-12 to 3-1n12, interior(1) 3-1--r12 to 75�14 cant levverDleft and right exposed Lumber DOL plate grip DOL=1.60,e���t,GO 3) Provide adequate drainage to prevent water ponding. ,� ' .' 0 E N $ �'•, � �j •� �' 4) Plates checked for a plus or minus 0 degree rotation about its center. �� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. N 68182 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide * will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) truss to bearing 819 lb 5. Provide mechanical connection (by others) of plate capable of withstanding uplift at Joint 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �) T F 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ;0 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25,.Plate Increase=1,25 ♦♦I ss •�` �, Uniform Loads (plf) �/� N A' 5-7=-20 r i Vert: 1-2=-100, 3-4=-152(F=-52), FL Cert. 6634 October 22,2014 ®WARNIAG Verifydesign yaramem.and RFADM)7ESGNRASANDIMSUDEDMITEKftEFEREht£ PAGE M7I-I423.e If2SJ20I6WOMWE Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. 1f5outhemPine�SP�lumberisslsecified,thedeiignvaluesarethoseeffectivet}6 O7/2fl13byATSC Tampa, FL 33610-4115 Jos F Truss Truss Type Qty Ply PGA Clubhouse Addition T6593110 27371R E01 � Monopitch 7 1 Job Reference (optional) cast coast 1 russ, ron rierce, t-L. s4s4b Iaau s Jul 11 zu14 Mu eK mausmes, mc. wea um a n:4u:uo zut4 rage , ID:67UgilGmVgxDOkpUt8gBc8yqeB1-rc5FTK7tRVw4_7SPS GMgulQG_mogbJfH4WcxzYyQu4d 1.10-0 5-3-0 i 1-10-0 3.5.0 Scale=1:15.5 44 = 1-8-0 5-3-9 1-8-0 3-7-0 Plate Offsets (X Y)- 11:0-0-0 0-0-71 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.28 Vert(LL) 0.01 4-5 >999 240 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.24 Vert(TL) 0.01 4-5 >999 180 BCLL 0.0 ' Rep Stress ]nor YES WB 0.10 Horz(TL) -0.00 10 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 21 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-0 oc puriins, except BOT CHORD 2x4 SP No.2 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. (lb/size) 5=476/0-4-0, 10=101/0-3-8 Max Horz 5=159(LC 4) Max Uplift5=-722(LC 4). 10=-161(LC 5) Max Grav 5=476(LC 1). 10=119(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=407/346 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpl=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-9-12; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. ,,,�+l�f 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� N �/ F� 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 between the bottom members. ��� P........... G E ' •. fit chord and any other 5) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity `�� ,O .• •• �. F••, of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 722 lb uplift at joint 5 and 161 lb uplift at ,� N 68182 * •� joint 10. 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. ?�•� T F00 O •• 40 1�'�ss • •N AL ��C� �. r�rnrrn�►� FL Cert. 6634 October 22,2014 ®WARNIIr •Varifr desr.7n p.-Ma-dRrAh NW7E5GN71iT9AN0 INCLUDED HZVKREFERENCEFAGEMII.7473 re•. 11291201d8170MIKE Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. - Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Ale andria, VA 2314. lf5outhemPine(SPllumberisspetified,thede5ignvaluesarethoseef ective06 01%2013byAL5C Tampa, FL 33610.4115 J b Truss Truss Type Qty Ply PGA Clubhouse Addition T6593111 27371R -EJ1 Roof Special 1 1 o Re ere ce o do al East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITek Industries, Inc. Wed Oct 22 11:40:06 2014 Page 1 ID:67UgitGmVgxDOkpUt8gBc8ygeB 1-rc5FTK7tRVw4_7SPSGMgulQJ WmrmbKFH4WcxzYyQu4d 0• 4 2-9-3 0- 4 2-8 15 1 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plates Increase 1.25 TC 0.12 TCDL' 20.0 Lumber Increase 1.25 BC 0.05 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Scale: 1/2"=T extended below a chord forming a "Leg Down" condition, to resist lateral forces between the truss and the support. I considerations (by others) are required to transfer ..Ia appropriate lateral force resisting elements. (Typical for all applicable "Leg Down" trusses in this job) DEFL, in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.00 3-4 >999 360 MT20 244/190 Vert(TL) -0.00 3-4 >999 240 Horz(TL) 0.00 3 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 5=148/0-10-9, 3=148/Mechanical Max Uplift 5=-125(LC 4), 3=-125(LC 4) Max Grav 5=158(LC 9), 3=158(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Weight: 21 lb FT = 0% Structural wood sheathing directly applied or 2-9-3 oc purlins, 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=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 lb uplift at joint 5 and 125 lb uplift at joint 3. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,j1111111IIII �, QV N VF i N 68182 T OF EEC?,. Ii1111I11111 FL Cert. 6634 :] October 22,2014 ®WARNING-Verifydesign panmem jcd READ AOTESGN7799AW 1M2VDEDMITEKREFFRFAKF PAGE MII.2423.. I12V20USHOREME Design valid for use only with MfTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillify of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informa Ion vai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. lf5outhern `rne�Sal lumbcrisspesliied,thedesignvaluesaTOthaseeffesiive06 Q1/2013byALSC Tampa, FL 33610-4115 JOV ip Truss Truss Type Qty Ply PGA Clubhouse Addition T6593112 27371R -EJ1F Jack -Closed 2 1 Job Reference (ootionall East Coast Truss, Fort Pierce, FL. 34945 7.530 s Jul 11 2014 MITeK Industries, Inc. wea Cot zz 11:4u:13 zu14 Page 1 ID:ZzzSW?dbHNFuh Dbh3Qzs4yZoP7-ByOuxjCGoeo5K4UINE_JgEDNdb63kIMJh6ppjeyQu4W 5-2-8 MI -All 3-9E 4V 3x4 = 12 11 5x5 = 3x4 = �=a-0 0-0-8 LOADING (psf) TCLL 30.0 TCDL 20.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FSC2010/TPI2007 CSI. TC 0.58 BC 0.52 WB 0.87 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 *Except* 3-9: 2x6 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 8=276/Mechanical, 9=1462/0-8-0 Max Harz 9=572(LC 4) Max Uplift8=-172(LC 5), 9=-1026(LC 4) Max Grav 8=531(LC 10), 9=1633(LC 9) 7.00 12 6 7 DEFL. in (loc) Vert(LL) -0.14 8-9 Vert(TL) -0.33 8-9 Horz(TL) 0.00 8 Scale = 1:49.7 I/defl Ud PLATES GRIP >717 360 MT20 244/190 >297 240 n/a n/a Weight: 84 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation gue FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1991508, 2-19=-10641884, 3-19=-1036/999, 3-4=-910/922, 6-8=-325/190 BOT CHORD 1-1 2=-1 64/300, 2-1 0=-881 /1056, 9-10=-881/1056, 8-9=-96/258 WEBS 4-9=-1174/778, 3-9=-586/288 NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 14-5-13; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 172 lb uplift at joint 8 and 1026 lb uplift at joint 9. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and I/V gypsum sheetrock be applied directly to the bottom chord.' ®WARMLTaTi-Vertry crc.sn}rerar,,rters sad READ M1TlSCN 7N7S AN3lrX,7.Ubfe MtT};?[RfFLRFM.F'PAt;f: M!!•74T3 rea IId.7/20[6PLi�'ONE#Ai£ Design valid for use only with Wok connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Inlorma Ion qqva able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. Vq 2314. If5autltemPine S-O umtterissgeciffed,thedesignvalueswethaweffective45 2f2013byAtSC ♦0000OtQU I N t �VF 4i1* �J, SP � C• %�E N 5+� • �� �i� i N 66182 •�, �Z T OF 40 �fN ABC? �o FL Cert. 6634 October 22,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610.4115 Jcb ' Truss Truss Type Qty Ply PGA Clubhouse Addition T6593113 27371R -EJ1H Jack -Open 1 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITek Industries, Inc. Wed Oct 22 11:40:13 2014 Page 1 ID:ZzzSWidbHNFUh_Dbh3Qzs4yZoP7-8yOuxjCGoeo5K4UINE_JgEDPxbBekV Jh6ppjeyQu4W 2 2-1-5 7.00 12 3x4 I Ii 4 3x4 3.50 12 Scale = 1:24.9 Plate Offsets (X Y)-- r4.0-2-0 0-1-31 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.49 Vert(LL) 0.01 3-4 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.01 3-4 >999 240 BCLL 0.0 ' Rep Stress Iner YES WB 0.00 Horz(TL) -0.09 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 11 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-1-5 oc purlins, 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 guide. REACTIONS. (lb/size) 4=114/0-4-0, 2=92/Mechanical, 3=22/Mechanical Max Horz 4=97(LC 4) Max Uplift4=-13(LC 6), 2=-161(LC 4), 3=-72(LC 4) Max Grav 4=114(LC 1), 2=182(LC 9), 3=81(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.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. .%%`QU N �� 5) Refer to girder(s) for truss to truss connections. ,�% OPT.......... 6) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity `� ' �, E N,9 •.• i�, of bearing surface, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 lb uplift at joint 4, 161 lb uplift at joint 2 N 68182 • and 72 lb uplift at joint 3. ` * * . 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. :�•• T OF :•�/� ;O• C? . II lilt FL Cert. 6634 October 22,2014 ®WARNING-v-1rdesp•2n pasmxcers and READ AVTUCKW ISAND INCLUDED NITEKR£FERERCFPAGEM11-2423 ma I124120148E708EUSE /� Design valid for use onlywith MiTek connectors. This design is based only upon parameters shown, and 1s for an individual building component. Nil' Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stablllty during construction Is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Salety Information vaIu ble from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. IISouthernPine7SPplumberisspecified,thedesignvaluesaretheseaffective06/I j2A13byALSC Tampa, FL 33610.4115 Jot} Truss - Truss Type city Ply PGA Clubhouse Addition T6593114 27371R -EJ1L Jack -Open 1 1 , ob Re ere ce o do a East Coast Truss, Fort Pierce, FL. 34946 - 7,530 s Jul 112014 MTek Industries, Inc. wed Oct 22 11:40:13 2014 Page 1 ID:ZzzSW)dbHNFuh Dbh3Qzs4yZoP7-ByOuxjCGoeo5K4UINE_JgEDQTb9vkV Jh6ppjeyQu4W 1.10-13 � 1-10-13 2x4 7.00 12 3x4 13.50 12 Scale = 1:22.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.00 3-4 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.00 3-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.06 2 n/a n/a BCQL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 10 lb FT = 0% LUMBER. BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-10-13 oc purlins, BOT CHORD 2x4 SP No.3 except 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 allalion guide. REACTIONS. (lb/size) 4=104/0-8-0, 3=20/Mechanical, 2=84/Mechanical Max Horz 4=89(LC 4) Max Uplift4=-9(LC 6), 3=-64(LC 4), 2=-145(LC 4) Max Grav 4=104(LC 1), 3=73(LC 6), 2=166(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift at joint 4, 64 lb uplift at joint 3 and 145 Ito uplift at joint 2. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ®WARNING -%emir design aad R&W MU40H 7MSAw inau0£b mrTFKREFFRF.tKrPACarwr-m7..i nrti .t)d.?f1(J[QLFFORElISF. Design valid for use only with MITek connectors, This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responslblllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer, For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1PI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information gvailable from jruss Plate In titute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314 1fSouthetntyinl (SF�p umberisspetified,tilediisipg values aretho>eOffecGitefifi 1/1013byA1 FL Cert. 6634 October 22,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 „ob 0 Truss Truss Type Qty Ply PGA Clubhouse Addition T6593115 27371R -EJ2 Jack -Open 2 1 Job Reference o t'onal East Coast Truss, Fort Pierce, FL. 34945 7.530 s JUI 11 2014 MITeK Inausldes, Inc. Wea oc122 11 AU:14 ZU14 Page 1 I D:67 UgitGmVgxDOkpUt8gBcByqeB 1-c9aG93DuZywyyE3xwxVYDRmb67T6TwrTwmYNF4yQu4V 2-11-0 2-11-0 1-11-4 41 Scale = 1:22.1 US 11 3.50 112 2-10 2=11-0 2-3-0 0-&0 Plate Offsets (X Y)-- 11.0-0-0 0-0-131 11.0-1-1 0-4-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.40 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.00 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 27 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. All bearings Mechanical except at=length) 6=0-8-0. (lb) - Max Horz 6=256(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 3 except 6=-702(LC 4), 5=-129(LC 1) Max Grav All reactions 250 lb or less at joints) 5, 4, 3 except 6=743(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-387/259, 2-11=-384/337 BOT CHORD 1-6=-267/367, 5-6=-266/170 WEBS 2-5=-185/288, 2-6=-636/516 Structural wood sheathing directly applied or 5-2-5 oc purlins 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- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 2-9-4, Interior(1) 2-9-4 to 5-2-5; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except at=lb) 6=702 , 5=129. 7) "Semi -rigid pitchbreaks Including heels” Member end fixity model was used in the analysis and design of this truss. 8) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. ® WARNING -Vedfy deslyr panmem. +ad READ A07ESON 7147S AND ]ACLUDED N1 TEKREFEREMX PAGE rd714423 re.. I1191200aEFMME Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult AN51/TPII Quality Criteria, DSB-89 and SCSI Building Component S lety Inlormattlon 7q1val able from Truss Plate Institute, 781 N. Lee SStreet, Suite 312, Alexandria, VA 2314, I7SouthernRffletfiP�lumberlsspecified,thecfeMgnvafuesaretheseeffetGveCffi 011I 3byALSC i * : N 68182 0'0. •4� : a. �/ � '4 0�♦♦ FL Cert. 6634 October 22,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Jot! 0 Truss Truss Type Qly Ply PGA Clubhouse Addition T6593116 27371R -EJ2F Jack -Closed 2 1 Job Reference o tional Cast u08st i russ, Fort Pierce, FL.'3494ti r.o" s Jui l l 2ui4 mi I ex mauetnes, Inc. vveu uct" i i Ao: 14 cu 14 reya i ID:ZzzSW7dbHNFuh_Dbh3Qzs4yZoP7-c9aG93DuZywyyE3xwxVYDRmaV7TOTtETwmYNF4yQu4V i 5-2-8 5-11-0i 5-2-8 o Scale = 1:36.3 10 9 4x4 = 1x4 #111-o 8-3-0 6-1-8 0- - 4-01 0-0-8 LOADING (psf) TCLL 30.0 TCDL 20.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plates'Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TP12007 CSI. TC 0.50 BC 0.38 WB 0.32 (Matrix-S) DEFL. in Vert(LL) -0.01 Vert(TL) -0.01 Horz(TL) -0.01 (loc) I/defi L/d 6-7 >999 360 6-7 >999 240 6 n/a n/a PLATES GRIP - MT20 244/190 Weight: 56 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except* MiTek recommends that Stabilizers and required cross bracing 3-7: 2x6 SP No.2 be installed during truss erection, In accordance with Stabilizer WEDGE Installatioa Left: 2x4 SP No.3 REACTIONS. (lb/size) 6=-315/Mechanical, 7=1505/0-8-0 Max Horz 7=426(LC 4) Max Uplift6=-315(LC 1), 7=-1384(LC 4) Max Grav 6=370(LC 4), 7=1680(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-206/518, 2-17=-1077/903, 3-17=-1046/1018, 4-6=-277/166 BOT CHORD 1 -1 0=-1 39/318, 2-8=-895/1073, 7-8=-895/1073, 6-7=-822/778 WEBS 3-6=-790/842, 3-7=-1355/1009 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-11-0; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=315, 7=1384. 7) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and'/" gypsum sheetrock be applied directly to the bottom chord. C U N' vF i N 68182 :53•� UO �L/ 4. �� S '• FL Cert. 6634 October 22,2014 A-1---fir and READ MUMS GN TUrSARD MaLOED NITFKREVEREKEPAGE Mll•M73 ,v v. I/Z9J20t1DEY"aREUSE Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component.` Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI Bullding Component 6904 Parke East Blvd. S fety I lormatlon va able from Jruss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314 1 3out�lemR"na�5PI lumberisspeci ied,thedesig ualuesarethoseetfgztiire451QifIUl3byALSG Tampa, FL 33610-4115 jold Truss Truss Type Qty Ply PGA Clubhouse Addition T6593117 27371R -EJ2H Jack -Open 1 1 ob efere ce o tional East Coast Truss, Fort Pierce, FL. 34946 - 7.530 s Jul 112014 MTek Industries, Inc. Wed Oct 22 11:40:14 2014 Page 1 ' ID:ZzzSW?dbHNFuh_Dbh3Qzs4yZoP7-c9aG93DuZywyyE3xwxVYDRmS7?QbTyETwmYNF4yQu4V 4-1-5 Scale = 1:30.7 6 4x4 I 4 4x8 M18SHS % 3.50 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.98 Vert(LL) 0.06 3-4 >841 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -0.07 3-4 >685 240 M18SHS 244/190 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.32 2 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-S) Weight: 18 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied, except end.verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.2 MITalk recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer aliation nuide, REACTIONS. (lb/size) 4=234/0-4-0, 2=185/Mechanical, 3=49/Mechanical Max Horz 4=199(LC 5) Max Uplift2=-252(LC 5), 3=-74(LC 5) Max Grav4=234(LC 1), 2=325(LC 9), 3=11O(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 4-0-9; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 2=252. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/" gypsum sheetrock be applied directly to the bottom chord. WARNIM3 -verity de.siDa pen, .-. w. and RFAD AVV$ GA 7ArS AAA 1M.UDED 11M.KREEEREM:E PAGE M!P-7473 m R I/Z.9j2DidEirEW7ENSE Design valid for use only with Wok connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information vailable from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA a�2314 It Sauthern Vine�SP� lumber -is soecified.the desian values are thosuefieetirre 0b;o3%$fl13 b,AtW `tjjIIIIIII1r,, IN *: N 68182 :* w T F : u/• 0 10 • ,� ��''ss .•NA1-E 0' FL Cert. 6634 October 22,2014 �F MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 JO114 • Truss Truss Type Ply PGA Clubhouse Addition �Qty T6593118 27371R -EJ2L Jack -Open 1 1 Job efe ence o do al test coast truss, Fort Pierce, FL. 34946 /ASu s JUI 11 zu14 MI I eK mousines, mc. wea uct Z 11:4u:io zu1q rage 1 ID:ZzzSW7dbHNFuh—Dbh3Qzs4yZoP7-4L7eMPEWKF2pZNe7UfOnmfleEPhECPUcgQlwoWyQu4U &10-13 3.10-13 4x4 3.50 12 4x8 M18SHS II IbI Scale = 1:28.0 Plate Offsets (X Y)-- 14.0-1-5 Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.95 Vert(LL) 0.05 3-4 >940 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -0.06 3-4 >755 240 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.26 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 17 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 4=221/0-8-0, 2=174/Mechanical, 3=471Mechanical Max Horz 4=188(LC 5) Max Uplift2=-232(LC 5), 3=-68(LC 5) Max Grav4=221(LC 1), 2=303(LC 9), 3=103(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 3-10-1; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise Indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center, Illllfl 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will -.0' v I N fit between the bottom chord and any other members. ,���OQp ...... 6) Refer to girder(s) for truss to truss connections. ,� ' ,• ii E N 7) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity ,� •• V F•'•� of bearing surface. i (Y ) bearing P 9 P 1 () P (i—) •• N 68182 8) Provide mechanical connection b others of truss to bearin late capable of withstanding 100 lb uplift at joint(s) s 3 except t—Ib � * 2=232. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. -.0 : : :� T OF ` W 0NA�1-���`,, IIIIit'll I, FL Cla t. 6634 October 22,2014 AWARMIAG-Vedfycl u4. p—rew...d RFr10 t4V..9r.N7lf5 AM 1AVIUDL-D NrUKREFEREAQ'f+ASEN11l-34Y.:i ma .4Jd9Jf.D[JDEFfSNE175E Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. �� �' Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity of the WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informa Ion va able from jruss Plate Institute, 781 N. Lee Street, Suite 312, AI xandri VA 2314 115outhern ine�SP�lumlretisspetified,thedesignvaluesaretilusa30 ectiva4b QT;g013byAM Tampa, FL 33610-4115 Jolt V Truss Truss Type Qty Ply PGA Clubhouse Addition T6593119 27371R -EJ3 Roof Special 1 1 Job e e e ce o tional East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Wed Oct 22 11:40:15 2014 Page 1 ID:67UgitGmVgxDOkpUt8gBcByqeB 1.4L7eMPEWKF2pZNe7UfOnmfimXPt2CPPc9QIwoWyQu4U 0• 4 4-9-3 0- 4 4-8-15 13x4 = 2x4 Scale = 1:29.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.02 3-4 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.17 Vert(TL) -0.04 3-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.01 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 33 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-3 cc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (lb/size) 5=268/0-10-9, 3=268/Mechanical Max Uplift5=-214(LC 4), 3=-214(LC 5) Max Grav 5=286(LC 9), 3=286(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-286/214 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 4-7-7; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 5 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=214, 3=214. 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. AWARNIM, Varifyde,h)n pammermasad READ M'17ESGM7NISANDIM.LOCDMITEKREfERE'&ICFFA6CMli-7473naaIId9f201480afffar- Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Inlormation 5511vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 2314 IfSouthemPinelSP lumber isspetilied, the desranvaltmsare thoseeffective0fi Q1013byy4 5G FL Cert. 6634 October 22,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Jobs Truss Truss Type Qty Ply PGA Clubhouse Addition T6593120 27371R •EJ3F Jack -Closed 2 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34945 7.530 s Jul 11 2014 MITeK Intlustries, Inc. Wed Oct 22 11:40:16 ZU14 Page 1 ID:ZzzSW7dbHNFuh Dbh3Qzs4yZoP7-YXhlaIF95ZAgBXCK2MXOlsruBo7DxelmO41TKyyQu4T -B-E 3-10-15 4-10-15 7.00 12 6 7 3x4 = 1 0 3x4 5x5 = 14-8-16 = ��� 5-1101-0 8-9-15 0-0-B Scale = 1:50.6 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.16 8-9 >654 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.38 8-9 >271 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight: 85lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except* MiTek recommends that Stabilizers and required cross bracing 3-9: 2x6 SP No.2 be installed during truss erection, in accordance with Stabilizer WEDGE Installationu e Left: 2x4 SP No.3 REACTIONS. (lb/size) 8=300/Mechanical, 9=1470/0-8-0 Max Horz 9=580(LC 4) Max Uplift8=-190(LC 5), 9=-1018(LC 4) Max Grav 8=561(LC 10), 9=1641(LC 9) FORCES. (lb) -Max. Comp,/Max. Ten, -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 198/507, 2-19=-1062/878, 3-19=-1034/994, 3.4=-908/919, 6-8=-332/194 BOT CHORD 1-12=-166/300, 2-10=-875/1054, 9-10=•875/1054, 8-9=-86/285 WEBS 4-9=-1188/778, 3-9=594/291 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 14-8-15; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=190, 9=1018. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/" gypsum sheetrock be applied directly to the bottom chord. I N VF• .� OP• . i N 68182 1�'.,9N� F : 4U • '4mo FL Cert. 6634 October 22,2014 AWARMfr,-Verify desgnpa.—r.. and AFAO AWES GM TUTS AM MUNDED M1TF:'XR£FERW PAGE M11-74.73 m x 11,M1201689aREM Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the iViiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informa Ion r1vo able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Ale ancida, V55 2314. Tampa, FL 33610-4116 1fSouthern a1e15Jx t1tnberisspeciiied,the design values are those ef ective0b tf112013byAtSC JoB i Truss Truss Type Qty Ply PGA Clubhouse Addition T6593721 27371R -EJ3G Jack -Open 1 1 Job Reference footionall East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Wed Oct 2211:40:16 2014 Page 1 ID:ZzzSW?dbHNFuh_Dbh3Qzs4yZoP7-YXh1 aIF95ZAgBXCK2MX01srr9o3MxltmO41TKyyQu4T -5-3-0 2-9-3 5-3-0 2-9-3 1xD Gb 2-9-3 4x4 = 0- A 2-13 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plates Increase 1.25 TC -0.81 TCDL 20.0 Lumber Increase 1.25 BC 0.80 BCLL 0.0 ' Rep Stress Incr YES WB 0.50 BCDL 10.0 Cade FBC2010/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 4=45/Mechanical, 7=1892/0-8-0, 6=-978/Mechanical Max Horz 7=372(LC 5) Max Uplift4=43(LC 5), 7=-2098(LC 4), 6=-1001(LC 9) Max Grav 4=73(LC 10), 7=2102(LC 9), 6=1144(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-206/532, 2-16=-1205/972, 16-17=-1190/1000, 3-17=1188/1090 BOT CHORD 6-7=-876/969, 1-9=-126/314, 2-8=-973/1202, 7-8=-973/1202 WEBS 3-7=-1796/1688, 3-6=-1268/1142 Scale = 1:27.4 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.00 6-7 >999 360 MT20 244/190 Vert(TL) -0.00 6-7 >999 240 Horz(TL) -0.03 4 n/a n/a Weight: 41 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc puriins. BOT CHORD Rigid ceiling directly applied or 5-7-15 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer sglig1joa NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) -5-3-0 to-2-3-0, Interior(1) -2-3-0 to 2-8-7; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 7=2098, 6=1001. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 'AWARd(IM V dfr desi7n parsmeCers and READ AGIF.SGN7t#rSAND IIrKx.UDED MITdKRERER£ACIF PACE M11-74n tax IJd.SsJ7Didar.#'OREYISE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Informatlon gvalable from Truss Plate Institute, 781 N. Lee Sireel, Suite 312, Alexandria, VA 22314 1f5owthern rice 5P lumllceissneciiied>ttredesirtivalursaretfiossoffestivel1%13hy7VLiC ` t I I I I I 111,11 j# �i N 68182 m Y 0 T OF :�11J FL Cent. 6634 October 22,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job 11 Truss Truss Type Qty Ply PGA Clubhouse Addition T6593122 27371R •EJ3H Jack -Open 1 1 ob Refe ence o }tonal East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 11 2014 MI IeK inaustnes, Inc. wea act e3 11:4u:15 zu14 rage 1 ID:ZzzSW7dbHNFuh Dbh3Qzs4yZoP7-YXhlaIF95ZAgBXCK2MX01srgXo6gxpvmO4lTKyyQu4T 6-1-5 B-1-5 r6 0 a d 48 M18S 53x4 % 3.50 12 LOADING (psf) SPACING- 2-0-0 CS]. TOLL 30.0 Plates Increase 1.25 TO 0.85 TCDL 20.0 Lumber Increase 1.25 BC 0.59 BCLL 0.0 ' Rep Stress Incr YES WB 0.24 BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.2 *Except* 1-4: 2x4 SP No.3 REACTIONS. (lb/size) 2=259/Mechanical, 3=95/Mechanical, 5=354/0-4-0 Max Horz 5=284(LC 5) Max Uplift 2=-251 (LC 5). 3=-151(LC 5) Max Grav 2=397(LC 9), 3=217(LC 6), 5=354(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-5=339/76 BOT CHORD 4-5=-372/380 WEBS 1-4=366/363 Scale=1:38.5 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.06 4-5 >999 360 MT20 244/190 Vert(TL) -0.14 4-5 >518 240 M18SHS 244/190 Horz(TL) 0.01 2 n/a n/a Weight: 32 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer s NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 6-0-9; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 5 considers parallel to grain value using ANSIiTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=251, 3=151. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. ����,,,p J I N 1lV F ����� i ` ENS N 68182 cc �G �4*14SS;o FL Cert. 6634 . October 22,2014 ® WARNIM•Vedit design pa—M.a4dREAD A071590N MrSARD MaUDED N77EKREFERF. WPAGE N114473 ma I/29/201fSTOMME Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the 1Te'R`• WOW �Y� erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/71`I1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salety Informa on gva' able from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 2314 1i5outherm ialetSP�fumlleriss/recified,thedesignuatuesa,retfiozcetfettive06 Off (113:byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593123 27371R -EJ3K Jack -Open 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 a Jul 11 2014 MITeK industries. Inc. wed Oct 22 11:40:17 Za14 rage 1 ID:ZzzSW7dbHNFuh_Dbh3Qzs4yZoP7-OjFPn4FnstlXphnWc42Fr4Oz9CQZgGPvcknlsPyQu4S I -1-4-1 4.8-15 5-9-12� 1-41 4-6-15 1.2-13 Scale=1:23.2 LOADING (psf) TOLL 30.0 TCDL 20.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 J.ou I IL I 3-10-15 4-6.15 , 5-9-12 I 3.10.15 0.8-0 1-2-13 SPACING- 2-0-0 CSI. Plates Increase 1.25 TC 0.99 Lumber Increase 1.25 BC 0.74 Rep Stress Incr YES WB 0.23 Code FBC201 OrrP12007 (Matrix-S) REACTIONS. (lb/size) 4=-0/Mechanical, 6=812/0-8-0, 5=12/Mechanical Max Horz 4=-582(LC 4), 6=940(LC 4) Max Uplift6=-944(LC 4) Max Grav 6=991(LC 10), 5=23(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown, TOP CHORD 2-10=-899/723, 3-10=-667/851, 3-4=-515/469 BOT CHORD 2-6=-732/897 WEBS 3-6=-952/767 DEFL. In (loc) Vdefl Ud PLATES GRIP Vert(LL) -0.00 6 >999 360 MT20 244/190 Vert(TL) -0.00 6 >999 240 Horz(TL) -0.00 5 n/a n/a Weight: 25 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer sa NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) -1-4-1 to 1-7-15, Interior(1) 1-7-15 to 5-9-0; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 6=944. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and I%" gypsum sheetrock be applied directly to the bottom chord. FL Cert. 6634 October 22,2014 ®WARNIMi-VenfydesF.7a par4meren and READ I.a7ESGNRR'SAND INaWEO MITEKF£FEREtCER4GEMI1.7473 mw 11191201dBEl''ONEWE Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an individual building component. �' Applicability of design parametersand proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown p Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the �y�iT®k• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate In tltute, 781 tJ. lee Street. Suite 312. Alexandria, VA 2314. Tampa, FL 33610-4115 IfSauthemRine7SP�lumberisspecifie, the designvalues are those effecGve06 0112013byAL5C Jbb PTruss Truss Type - Qty Ply PGA Clubhouse Addition T6583124 I 27371R -EJ3L Jack -Open 1 1 Job Reffence 0 110 81 East Coast Truss, Fort Pierce, FL. 34946 3x8 M18SHS = 7.530 s Jul 11 2014 MITek Industries, Inc. Wed Oct 22 11:40:17 2014 Page 1 ID:ZzzSW7dbHNFuh_Dbh3Qzs4yZoP7-OjFPn4FnsllXphnWc42Fr400hCOggJzvcknlsPyQu4S 5-10-13 3.50 12 N f` Scale = 1:35.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.83 Vert(LL) 0.15 3-4 >445 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.23 3-4 >294 240 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.56 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight: 23 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 4=341/0-8-0, 2=271/Mechanical, 3=70/Mechanical Max Harz 4=276(LC 5) Max Uplift2=-322(LC 5), 3=-58(LC 5) Max Grav 4=341(LC 1), 2=453(LC 9), 3=122(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4=320/66 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpl=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 5-10-1; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=322. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Y" gypsum sheetrock be applied directly to the bottom chord. ®-11Mi-V.,ffrdesign parameGera uad READ MUSONRi7SAW IMSUDED HITEXREFEREAMPAGE Mll•2473 re., I1291201JDEF MME Design valid for use only with Milek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information vagable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. IfSauthemPine�SPpfumberisspecified>thede5ignvaluesarethoseeffective46 01/2013 by ALSC ,,j4111111f#/I/ �...0 QVIN VFtie.. E N i N 68182 53 :. T OF01 ..� ► FL Cert. 6634 October 22,2014 Nil' MITek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job 4. Truss Truss Type City Ply PGA Clubhouse Addition T6593125 27371R -EJ4 Half Hip 1 1 Job Reference o do a Cast coast truss, ran tierce, M, s4n4a wu s— I I —11 . nM1 ..-- . ...., ,, I .eo , ID:67UgilGmVgxDOkpUtagBcByqeB 1 -OjFPn4FnstlXphnWc42Fr400yC WJgGxvckn 1 sPyQu4S 0- 4.5-14 63 0244 4-5- .9- 9 2-3-6 7.00 i12 3x4 44 = 5x5 = 2x4 II m Scale = 1:37.6 Plate Offsets (X Y)-- 12:0-2-5 0-2-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.81 Vert(LL) -0.06 4-5 >999 360 MT20' 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.16 4-5 >499 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(TL) -0.06 4 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 47 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 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) 6=388/0-10-9, 4=388/Mechanical Max Horz 6=217(LC 5) Max Uplift6=-43(LC 4), 4=421(LC 5) Max Grav 6=394(LC 9), 4=551(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-316/270, 2-7=-245/290, 5-6=-394/43, 1-5=-406/283 WEBS 2-4=-441/376 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat, 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 4-5-14, Exterior(2) 4-5-14 to 6-7-7; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load 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) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 6 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except Qt=lb) 4=421. 10) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. U I N f ►/F i .� OP•• <F 01 N 68182 ?� •• T F :• w i o •' #040 .•7<` FL Cert. 6634 October 22,2014 ®WARNING•V dffdasign paramnoersand RFi10 M7E9CNINTSAMINaUDED HITEKWEREMNFAGEN11-M73.. I1291201401 MUM Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown ■ Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbllilty of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. S lety Information va able from Jruss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. 1gSvuthernPine�SP�lumberisspecdied> the demolvalues ore thoseeffective46 401/2013byALSC Tampa, FL 33610-4115 Jo- Truss Truss Type City Ply PGA Clubhouse Addition T6593126 27371R -EJ4F Jack -Closed 2 1 Job e e e ce o do al East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 11 ZU14 Mn eX mousines, Inc. wea uet [z 11:4u:1e zu14 rage 1 I D:ZzzS WtdbH NFuh_Dbh3Qzs4yZoP7-Uwpr_QGPdAQNQrMi9nZUNHwFVcsOPgv2rOWaOryQu4R 5-2-8 ' 0-8-8 ' 3-8-14 Scale=1:34.7 10 9 4x4 = 1X4 i111-o 5-3-0 9.7.14 5-1-8 0- -0 3-3-6 0-3-14 0-0-8 0-1-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.03 6-7 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.38 Vert(TL) 0.03 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.40 Horz(TL) -0.01 5 n/a n/a BCDL 10.0 Code FBC201OrrP12007 (Matrix-S) Weight: 48 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 4=0/Mechanical, 7=1803/0-8-0, 5=-645/Mechanical Max Horz 4=-352(LC 9), 7=245(LC 4) Max Uplift7=-1626(LC 4), 5=-706(LC 9) Max Grav 7=2129(LC 9), 5=641(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-204/514, 2-17=1073/895, 17-18=-1045/996, 3-18=-1045/1014, 3-4=-468/178 BOT CHORD 1-10=-153/329, 2-8=-884/1069, 7-8=-884/1069, 6-7=-1108/928 WEBS 3-7=-1753/1249, 3-6=-974/1156 Structural wood sheathing directly applied. Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guidg, NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-7-2; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=1626, 5=706. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and Y" gypsum sheetrock be applied directly to the bottom chord. FL Cert. 6634 October 22,2014 ®WARNING-Vaffrdesi4n paramemn uad READ Aa7ESGN7NrSAN0I=LIDED MI7EKREEEREACEPAGEM71-2423 rev. 112912014BEFORENSE Design valid for use only with MlTek connectors. This design is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the iVii1'ek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInforma Ion available from Truss Plate Institute, 78114. Lee Street. Suite 312, Alexandria, VA 2314 Tampa, FL 33610.4115 1t5outhern�ine(SPIlumberisspecified,thedesignvraluesare thoseeffective46 j'InO13byAL5C ,rbb 0 Truss Truss Type Qty Ply FPGARCIubhouseAdditionT6593127 27371R -EJ4G Jack -Open 1 (opt one test L;oasi I russ, I -on Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Wed Oct 22 11:40:18 2014 Page 1 ID:ZzzSW7dbHNFuh Dbh3Qzs4yZoP7-Uwpr QGPdAQNQrMi9nZUNHwFUcgLPiK2rOWaOryQu4R -5.3.0 4-9-3 5-3-0 4-9-3 —� Scale: 318"=l' 4.9.3 4.9.3 Plate Offsets (X Y)— 16:0-1-2 0-2-121. 17:0-2-12 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.02 6-7 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.04 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 Horz(TL) -0.02 4 n/a n/a BCDL 10.0 Code FBC201 O[TP12007 (Matrix-S) Weight: 40 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied, WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installatione REACTIONS. (lb/size) 4=158/Mechanical, 7=1423/0-8-0, 6=-411/Mechanical Max Horz 7=486(LC 4) Max Uplift4=-155(LC 5), 7=-1423(LC 4). 6=-411(LC 1) Max Grav 4=246(LC 9). 7=1582(LC 10), 6=454(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-1090/882, 3-11=-1061/1001 BOT CHORD 6-7=-754/725, 2-7=-872/1120 WEBS 3-7=-1327/1052, 3-6=-733/756 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) -5-3-0 to-2-3-0, Interior(1) -2-3-0 to 4-8-7; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `�♦� Qv j11 V�,I ��� 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 ♦♦ P. c� fit between the bottom chord and any other members. `�� ,� ,• •� G E N 5+ •• `� ��� 5) Refer to girder(s) for truss to truss connections. ` •• V F•••• 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except pt=lb) 4=155, N 68182 7=1423, 6=411. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''/2" gypsum sheetrock be applied directly to the bottom chord. — 10'O;•• T F : <[/� r FL Cert. 6634 October 22,2014 ®61'ARNIM YerifT design parameters and READ A07ESGNTNISAM IMIUDED MITEKREEEREM1CrAMEN114473 ma lIZ912016BJT ME Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. If 5outhem Pille�SPlumber is specified, the design values are those effective OIS1/2013 by AL5C Tampa, FL 33610.4115 JU!1 0Truss Truss Type Qty Ply PGA Clubhouse Addition T6593128 27371R -EJ4H Jack -Closed 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Wed Oct 22 11:40:18 ZU14 rage 1 ID:ZzzSW7dbHNFuh Dbh3Qzs4yZoP7-Uwpr_QGPdAQNQrMi9nZUNHwEGclfPjO2rOWaOryQu4R 2x4 3x6 4-0-11 4-0-11 3.50 12 3 4 Scale = 1:45.2 Plate Offsets (X Y)— LOADING (psf) TCLL 30.0 TCDL 20.0 BCLL 0.0 ' BCDL 10.0 15:0-2-8 0-2-121 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.58 BC 0.81 WB 0.25 (Matrix-S) DEFL. in (loc) I/deft Ud Vert(LL) -0.12 5-6 >794 360 Vert(TL) -0,28 5-6 >322 240 Horz(TL) 0.01 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 54 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation REACTIONS. (lb/size) 5=491/Mechanical, 6=459/0-4-0 Max Horz 6=358(LC 4) Max Uplift5=-472(LC 5) Max Grav 5=785(LC 10), 6=459(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-292/161, 3-5=-270/169 BOT CHORD 5-6=-329/472 WEBS 2-6=-313/0, 2-5=-515/385 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18: C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 8-1-5; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about Its center. ,,�►1 �4e 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s% U IN V1,§ 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 .. • • �i� fit between the bottom chord and any other members. 5) Refer to for to truss ��,`�Q•a ,� ' .• •� G E N s+' • C1 •• V F•'•. girder(s) truss connections. w� 6) Bearing at joints) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity N 68182 •� of bearing surface. * �' 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 5=472. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''/2" gypsum sheetrock be applied directly to the bottom chord. '0 :, T F O FL Cert. 6634 October 22,2014 ®WiWOMNuifildntrgnparamemaandREADAOTESOM MSAWDINCLUDEDMITEKWEREhMPAGEN11-7473mtiI/29120Nd8IFOUO3E Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of bullding designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibllliy of the WOWerector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrIferla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. 5 fety Informs11lon va able from jruss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. IgSnuthernP"ineIfiP�lumbertsspecified,thedeMiignvaluesaretbuseoffective06 011201SbyAL5C Tampa, FL 33610.4115 b Truss Truss Type Qty Ply PGA Clubhouse AdditionT6593129 r27 371R -EJ4K Jack -Partial 1 1 Job Reference (ootionail Last uoast I rues, t-on rlerce, L. 349a6 t.a3U s JUI 11 Zui4 Mi I eK Inausmes, mc. wea vet Zz t T-.4u:ty zu14 raga t ID:ZzzSW7dbHNFuh_Dbh3Qzs4yZoP7-y6N9CmH10UYE2?xvjV4jwVTQuOBG860C42G7xHyQu4Q i -1-4-1 2-8-8 4-6-15 6-0-9 7-9-12 i 1.4-1 2-8.8 2-0.7 1-5.11 1-9-3 Scale=1:29.1 3.10.15 4-6-15 7-9-12 3-10-15 0.8.0 3-F13 Plate Offsets (X Y)— 16'0-2-8 0-3-01 17:0-2-8 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.02 6-7 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.40 Vert(TL) 0.02 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.39 Horz(TL) -0.01 5 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix-S) Weight: 36 lb FT = 0% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer s REACTIONS. (lb/size) 4=0/Mechanical, 7=1753/0-8-0, 5=-690/Mechanical Max Horz 4=-288(LC 9), 7=307(LC 4) Max Uplift7=-1675(LC 4), 5=-759(LC 10) Max Grav 7=2069(LC 10), 5=670(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-1003/867, 11-12=-996/886, 3-12=-975/985, 3-4=-391/141 BOT CHORD 2-7=-859/1038, 6-7=-1021/833 WEBS 3-7=-1751/1265, 3-6=-916/1123 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. Il; Exp C; Encl., GCpi=0.18; C-C Exterior(2) -1-4-1 to 1-7-15, Interior(1) 1-7-15 to 7-9-0; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. ,It 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. *"U I N 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 ��%OQ.Q,. • • • V��� �j fit between the bottom chord and any other members. ♦♦♦ ' .••�:� E N S •• ��, 5) Refer to girder(s) for truss to truss connections. ♦ •• F••'• 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=1675, 5=759. ` *:• N 68182 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''/" gypsum sheetrock be applied directly to the bottom chord. oo �40 .•.P FL Cert. 6634 October 22,2014 ® WARNIM -Verify design parameters and R&10 AGTES GN VUS AND Ma.UDED MITEKREEEREMP MGE NII-7473 mw I129120148HIMENSE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only, Additional temporary bracing to Insure stability during construction Is the responsibilllty of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information gvatjable from Jruss Plate In tifute, 781 N. Lee Street, Suite"" Alexandria, VA 2314. 1lSauthemPtne SP lumberls�specifie,thedesignvaluesarethoseeffective0fi 01/2013byALSC Tampa, FL 33610.4116 Job a Truss Truss Type Qty Ply PGA Clubhouse Addition T6593130 27371R -EJ4L Jack -Partial 1 1 ob Refe a ce o lion I East Coast Truss, Fort Pierce, FL, 34946 I.= S JUI 11 ZU14 MI I eK Inausines, Inc. vveo uel Z 11:4Uas"14 rage 1 ID:ZzzSW7dbHNFuh_Dbh3Qzs4yZoP7-y6N9CmH10UYE27xvjV4jwVTNI08h8gvC42G7xHyQu4Q 3-11-8 7-10-13 3-11-8 3-11-6 2x4 4x4 3.50 12 Scale = 1:42.4 LOADING (psf) TCLL 30.0 TCDL 20.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TP12007 CSI. TC 0.73 BC 0.63 WB 0.23 (Matrix-S) DEFL. in Vert(LL) -0.15 Vert(TL) -0.38 Horz(TL) 0.01 (too) I/deft L/d 5-6 >629 360 5-6 >242 240 3 n/a n/a PLATES GRIP MT20 2441190 Weight: 44 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=154/Mechanical, 4=308/Mechanical, 6=461/0-8-0 Max Harz 6=348(LC 5) Max Uplift3=-144(LC 5), 4=-294(LC 5), 6=-3(LC 4) Max Grav 3=232(LC 9), 4=501(LC 9), 6=461(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=292/157 BOT CHORD 5-6=-348/486 WEBS 2-6=-303/0, 2-5=-556/401 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 7-10-1; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,,�t,11` ►�/I�� 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 N0 Q1U 1 N VF fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. `�� OQ�•,. • • • • �� ee ' .• C E Ns*.. F�•, 6) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity ee •' V • i of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except qt=lb) 3=144 • N b 8182 + , 4=294. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''/V gypsum be directly to the bottom 'd sheetrock applied chord. •�� T OF •,� 41,C?eee �N E61%%`� A1- FL Cert. 6634 October 22,2014 ®WARNIAG -Verify design rarsmewn a4d 11150 Rb7E50M 7MrSAM 1AMDED MITEXREFEREhCE PAGE 1-11-1473 m a 1129120MV901IEUS£ Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an individual building component, �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only, Additional temporary bracing to insure stability during construction is the responslbillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/71`I1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Salety Informs Ion vo able from Jruss Male Institute, 781 N. Lee;treat. Suite 312, Alexandria, Vqq 2314. 1fSouthemPine�SP�lumber isspetidied, the desi;;nvwuesare those ef#ective06 0112013byALSC Tampa, FL 33610.4115 Ji* v Truss Truss Type Qty Ply PGA Clubhouse Addition T6593131 27371R -EJ5 Jack -Open 2 1 ` Job Reference (optional) East Coast TrUss, Fort Pierce, FL. 34946 7.630 s JUI 11 ZU14 MI I eK Industries, Inc, wed L)CI ZZ 11 AMU ZU14 Page 1 1 D:67UgilGmVgxDOkpUtagBcByqeB 1-y6N9Cm H10UYE27xvjV4jwVTSZOBpBA_C42G7xHyQu4Q i 2-11.0 2-11-0 2-2-5 1 Scale = 1:20.8 3.1Z I U 2.3.0 2r 11-0 2.3-0 0-&0 5-1.5 2-2-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.00 5-6 >999 240 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.00 5-6 >999 180 BCLL 0.0 ` Rep Stress Incr YES WB 0.16 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) Weight: 23 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-1-5 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3 Installation guide. REACTIONS. (lb/size) 3=74/Mechanical, 6=727/0-8-0. 5=-1 91 /Mechanical Max Horz 6=251(LC 5) ' Max Uplift3=-64(LC 5), 6=-725(LC 4), 5=-191(LC 1) Max Grav 3=118(LC 9), 6=753(LC 9), 5=165(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-406/261, 2-10=-402/346 BOT CHORD 1-6=-272/386, 5-6=-270/196 WEBS 2-6=-656/535, 2-5=-217/297 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 2-9-4, Interior(1) 2-9-4 to 5-0-9; cantilever left and right exposed ; Lumber DOL=1.60 plate grip i00L=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 3 except (jt=lb) 6=725 , 5=191. 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. No QV I N VF .. :• , N 68182 .0 FL Cert. 6634 October 22,2014 ®WARNIIJU •Vedfp design dad RE70 A07ESGN7HISAND IAMDEA MIYEKREFEREM£ PAGE M11-7473 m. I129J20IdBU-014SWE Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblllity of the Welk' fabrication, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 2314. IfSoutilcrnpine�SP�lumberisspecified,t'hede5ignvaluesarethweeffectiveQ6 0112013hyALSC Tampa, FL 33610-4115 Jrf 0 Truss Truss Type Qty Ply PGA Clubhouse Addition T6593132 27371R -EJ5F Jack -Closed 4 1 Job Reference (options! East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 11 2014 MRek Industries, Inc. Wed Oct 22 11:40:20 2014 Page 1 I D: ZzzS W?dbH N Fuh_Dbh3Qzs4yZo P7-Q IxXP6lf8oh5g9 W5H C cyTiOab QXstZQL 1i7h7kyQ u4 P i 5-2-0 6-11-0 i 9-11-6 5-2-8 0-8-8 4-0.6 Scale = 1:35.6 04 = 1x4 01-0 5-3-0 9.11-6 5-1.8 0- • 3-8-14 0- -1 0-0.8 0.1.9 LOADING (psf) TCLL 30.0 TCDL 20.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.59 BC 0.38 WB 0.40 (Matrix-S) DEFL. in Vert(LL) -0.03 Vert(TL) 0.02 Horz(TL) -0.01 (loc) I/deft L/d 6-7 >999 360 6-7 >999 240 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 50 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3 s a e REACTIONS. (lb/size) 4=0/Mechanical, 7=1799/0-8-0, 5=-606/Mechanical Max Horz 4=-391(LC 9), 7=256(LC 1) Max Uplift7=-1592(LC 4), 5=-663(LC 9) Max Grav 7=2130(LC 9), 5=598(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-205/514, 2-17=-1068/884, 3-17=-1040/1003, 3-4=-514/197 BOT CHORD 1-10=-157/328, 2-8=-872/1063, 7-8=-87211063, 6-7=-1129/932 WEBS 3-7=-1737/1211, 3-6=-957/1153 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpl=0.18; C-C Exterlor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-10-10; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 � `1 11riI 2) Plates checked for a plus or minus 0 degree rotation about its center. ,�� 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦♦� P�� QV V N I N 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 `�� ,O ,• `G E N S' • `� fit between the bottom chord and any other members. .' �, �•'., �i 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 7=1592, N 68182 • * , • * • 5=663. • 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''/2" gypsum sheetrock be applied directly to the bottom chord. .fl :� T OF • �01 O,. \ ♦� C? till MOW* FL Cert. 6634 October 22,2014 ®WARNIM •Vedf7 design panmeners and READ A07ESON711I5AND IFXSVDED MrYWREFERENCEfAGENU-7473 am I/d91201QRMWU5E Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper incorporation of component 1s responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity, of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 69D4 Parke East Blvd. Safety Informat1ion gvogable from Truss Plgte Institute, 781 N. Lee gtre�t. Suite 312, Alexandria, VA 314Tampa, FL 33610-4115 lf5outhefnFvil7e 5P lumbetlsspecified>the desie valuesalrethose effecGve061011,1013byAM Ssb Truss Truss Type Qty Ply PGA Clubhouse Addition T6593133 27371R -EJSG Jack -Open 1 1 Job Reference (optional East Coast Truss; Fort Pierce, FL. 34946 t.aJu s Jm n ZU14 Mu erc muusmes, inc. vvea — cc 1 IAV;L GV 14 Fdyn 1 ID:ZzzSW7dbHNFuh Dbh3Qzs4yZoP7-QlxXP6lf8oh5g9W5HCcyTiOV9QUDta6LIi7hTkyQu4P -3.5.2 6-9.3 _1 3-5.2 6-9-3 Scale = 1:39.3 6 3x8 = 3.50 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.94 Vert(LL) -0.07 5-6 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.19 5-6 >421 240 M18SHS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.36 Horz(TL) -0.01 4 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) Weight: 43 Ito FT = 0% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* Except: 2-7: 2x4 SP No.3 6-0-0 oc bracing: 6-7 WEBS 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 3-5: 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation -guide. REACTIONS. (lb/size) 6=843/0-8-0, 4=251/Mechanical, 5=70/Mechanical Max Horz 6=508(LC 4) Max Uplift6=-408(LC 4), 4=-240(LC 5), 5=-152(LC 5) Max Grav 6=920(LC 10), 4=391(LC 9), 5=219(LC 7) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-940/555, 3-7=-1524/718, 2-3=-1327/1093 BOT CHORD 5-6=-458/451, 2-7=-1193/1676 WEBS 3-5=423/436 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) -3-5-2 to-0-4-4, Interior(1) -0-4-4 to 6-8-7; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 6 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=408, 4=240, 5=152. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''/F gypsum sheetrock be applied directly to the bottom chord. 0'�� QV N VF10 i N 68182 OF :•44/ Z I1111111 FL Cert. 6634 October 22,2014 ®WARNrIr. -Verity dasign pal .ma +nd RE1D tMES GN710S AND lHaIMED MITENR£FEREhCE PAGE Mfr-7473 mw If29f20rQat}'OREN3£ Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component.' Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ■■��YY Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the M ITeIC• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/71`I1 Quality Cdterio, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria; VA 2314. ItSouthemPine[SP)lumberisspecified,thedesignvaluesaretheseeffect5ve0b 01/2013l1yALSC Tampa, FL 33610-4115 Job ` Truss Truss Type Qty Ply PGA Clubhouse Addition T6593134 27371R -EJ5H Jack -Closed 1 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 3494b f.ODu s Jul I1 zu w mi i eK m,ustnes, um, vveu vui ac , !—.4 1 cv rr ruyo 1 ID:ZzzSW7dbHNFuh_Dbh3Qzs4yZoP7-vWwdSlHv5pyH15Hrv7B?wYnypvNcOHVXMIE?AyQu40 5 0.11 10-1.5 it 1, 5-0-11 Scale = 1:50.2 3 4 3x6 3.50 12 7 2x4 0- 11 5-0.11 10-1-5 ' 0- -11 4-11-0 5-0-11 Plate Offsets (X Y)-- 15:0-2-8 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.01 6-7 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.03 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.43 Horz(TL) -0.00 7 n/a n/a BCDL 10.0 Code FBC2010rTP12007 (Matrix-S) Weight: 66 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer allatfon guide. REACTIONS. (lb/size) 5=61 1 /Mechanical, 7=579/0-3-8 Max Harz 5=426(LC 4) Max Uplift5=-400(LC 5), 7=-116(LC 4) Max Grav 5=866(LC 10), 7=665(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-632/133, 1-8=-601/50, 2-8=-412/76, 3-5=-328/198 BOT CHORD 5-6=0/423 WEBS 1-6=0/367, 2-5=-737/430 NOTES- 1) Wind: ASCE'7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 10-1-5; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 OP• •,. •• ��� fit between the bottom chord and any other members. 5) Refer to for truss to truss %,% ,� ' •• G E•N S •• F•••. girder(s) connections. ; 6) Bearing atjoint(s) 7 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity �• N 68182 of bearing surface. * * • 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 5=400, 7=116. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/" gypsum sheetrock be applied directly to the bottom chord. •. T 0 F i � • FL Cert. 6634 October 22,2014 ®WARMTH,.-V dfy desrdnP--wrsaad READ A07ESCH7NTSAND MaEODED HITEKREEEREhrEPAGEH17-M73— 7129/20Id8EFOf1 ME Design valid for use only with MTTek connectors. This design Is based only upon parameters shown, and is for on individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the iwiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety inform, Ion vo able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VAq 2 14 itsauthem ine�SPjiumberisspecified,thedesiXnvaluesaretheseeffectiveOTi 0 /i013byALSC Tampa, FL 33610.4115 Jo0 Truss Truss Type Qty Ply PGA Clubhouse Addition T6593135 27371R -EJ5K Jack -Open 1 1 Job Reference (ootionall East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITek Industries, Inc. Wed Oct 22 11:40:21 2014 Page 1 ID:ZzzSW7dbHNFuh_Dbh3Qzs4yZoP7-vWwdS IHv5pyH15Hrv7B7wYibpmQc6zVXMIE7AyQu40 -3-4-1 5.10-13 3-4-1 5-10-13 n Scale = 1:36.9 644 — 3.50 12 LOADING (psf) TCLL 30.0 TCDL 20.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TP12007 CSI. TC 0.77 BC 0.81 WB 0.00 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 5-6: 2x4 SP No.3 WEBS 2x4 SP No.1 REACTIONS., (lb/size) 6=79610-8-0, 4=217/Mechanical, 5=47/Mechanical Max Horz 6=463(LC 4) Max Upiift6=-524(LC 4), 4=-235(LC 5), 5=-25(LC 5) Max Grav 6=929(LC 10), 4=356(LC 9), 5=98(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-889/582, 3-7=-1030/496, 2-11=-1513/1167, 3-11=-1059/1182 BOT CHORD 2-7=-1371/2499 5-10-13 DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) 0.08 5-6 >815 360 MT20 244/190 Vert(TL) -0.14 5-6 >490 240 M18SHS 244/190 Horz(TL) 0.17 4 n/a n/a Weight: 31 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MITalk recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer sallation guide. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) -3-4-1 to-0-4-1, Interior(1) -0-4-1 to 5-10-1; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Qt=lb) 6=524 , 4=235. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''/" gypsum sheetrock be applied directly to the bottom chord. `'0% OkiI N , rVF� CEN i N 68182 ®� T OF :44/+ + + ���i�sS 0 N AL ��C� �• FL Cert. 6634 October 22,2014 �WARNltIG •Vrdty design parameters and READ M17ES GNTNTS AND lM1UDr.0 MMKREFEREhCFAAGENlI-J4J3 mn 11012014BOOMME Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslbillity of the fVliTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Solely Inlorma 19n va able from Truss Plate Institute, YIN. Lee Street, Suite 312, Alexandria, VA 2314. 1lSouthern In 70riumllerisspecdied,ttleda ignvalues are thoseeffecriveQfi 0112013byAtSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593136 27371R -EJ5L Jack -Closed 2 1 Jot Refere ce o liana East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITek Industries, Inc. Wed Oct 22 11:40:21 2014 Page 1 ID:ZzzSW7dbHNFuh_Dbh3Qzs4yZoP7-vWwdSlHv5pyH15Hrv7B?wYhWpuccl8VXMIE?AyQu40 411-0 9-10-1 , 4.11.6 4-11-0 3x4 1 4x4 3.50 12 Scale = 1:48.5 9-8-6 0-1�MO LOADING (psf) SPACING- 1-11-4 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.84 Vert(LL) -0.19 5-6 >604 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.28 Vert(TL) -0.46 5-6 >245 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.37 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) Weight: 61 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=0/Mechanical, 6=411/0-8-0, 5=704/Mechanical Max Harz 4=154(LC 1), 6=371((_C 9) Max Uplift6=-69(LC 4), 5=-381(LC 4) Max Grav 6=455(LC 9), 5=975(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-358/184, 1-7=-260/122, 3-5=-366/117 , BOT CHORD 5-6=377/684 WEBS 2-6=-253/22, 2-5=-687/403 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat, 11: Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 9-9-5; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 6 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except Qt=lb) 5=381. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. 011111111►III .•�\C•E N S'-i i *: N 68182 0 T O F '. •,� ►►nnn FL Cert. 6634 October 22,2014 AWARNIAG-Venfrdesr yaramam aad READ W7E5GIV71,75AND lM1UDEDMITEKR££ERET.CED46EMII-M73.. I/Z912ONSUMUSE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. S fety Information vo able from Truss Plate Institute, 781 N. Lee ggtreet, Suite 312, Alexandria, VA 2314. Tampa, FL 33610.4115 lg5outhernPine�SP�lumherrsspetified,thedesignvatuesare those effectrve06 0112013byAL5C i C"t Truss Truss Type Qty Ply PGA Clubhouse Addition T6593137 27371R -EJ6F Jack -Closed 4 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 1.53U s Jul 11 ZU14 MI I eK mausmes, mc, wea uct L'L 11:4U:2L zu14 cage 1 ID:ZzzSW7dbHNFuh_Dbh3Qzs4yZoP7-Nh3lgoJvgPxpvSgTOdeQY75wpDDKLTvemOUoYcyQu4N i 5-2.8 d-11A s-2.8 0-8-8 10 9 1x4 011-0 4X4 = 5.3.0 10.1.7 5-1-8 o- - 3-8-is 0-0-8 0-1.8 LOADING (psf) TCLL 30.0 TCDL 20.0 BCLL 0.0 • BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC201 O/TPI2007 CSI. TC 0.61 BC 0.38 WB 0.40 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) . 4=0/Mechanical, 7=1797/0-8-0, 5=-584/Mechanical Max Horz 4=-413(LC 9), 7=271(LC 1) Max Uplift 7=-1 573(LC 4), 5=-637(LC 9) Max Grav 7=2131(LC 9), 5=574(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-205/514, 2-17=1064/877, 3-17=-1036/996, 3-4=-540/208 BOT CHORD 1 -1 0=-1 59/328, 2-8=-863/1058, 7-8=-863/1058, 6-7=-1140/933 WEBS 3-7=-1731/1193, 3-6=-948/1151 DEFL. in (loc) I/defl L/d Vert(LL) -0.03 6-7 >999 360 Vert(TL) -0.03 6-7 >999 240 Horz(TL) -0.01 5 n/a n/a Scale = 1:33.5 PLATES GRIP MT20 244/190 3ht: 50 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 10-0-11; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=1573, 5=637. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Y" gypsum sheetrock be applied directly to the bottom chord. ' ,0111111111111 +`PQUiN V4 �i \GENS�.F� ,yam i N 68182 '0 : Z . � o ',','Sig,►►►Nil i���` `�`. FL Cert. 6634 October 22,2014 ® WARNIAC -Vedfr design pa ariemn snd READ ACi7ESGNT14TSAM) INCLUDED MITEKREFEREACE PAGE HII-7423 — I12912014SEFMOM Design, valid for use ony with MRek connectors. This design Is based only upon parameters shown, and Is for an individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB-89 and BC51 Building Component 6904 Parke East Blvd. IlSouttiemRine7SP}Itllmb risspia6fier Ithedelsigentvalueesaretheseeffective46J�0111013byALSC Tampa, FL33610.4115 Truss Truss Type Qty Ply PGA Clubhouse Addition T6593138 7db 371R IJ -EJ6G Jack -Closed 1 1 ob Reference footionall East Coast Truss, Fort PlerCe, FL. 34945 raw s dui i, � w mi i ' muusuns, ii- vvcu — as 1 1.» av,. roes , ID:ZzzSWdbHNFuh_Dbh3Qzs4yZoP7-Nh3lgoJvgPxpvSgTOdeQY75vkDAPLVdemOUoYcyQu4N 4-4-9 8-9-3 J 1-8 9 4.4-9 4.4-9 4x4 % LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plates Increase 1.25 TC 0.68 TCDL 20.0 Lumber Increase 1.25 BC 0.57 BCLL 0.0 ' Rep Stress Incr YES WB 0.29 BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=705/0-8-0, 7=509/Mechanical Max Horz 8=498(LC 4) Max Uplift 8=-1 60(LC 4), 7=-485(LC 5) Max Grav 8=740(LC 10), 7=814(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-599/430, 5-7=-297/183 BOT CHORD 7-8=-377/535 WEBS 3-8=-360/0, 3-7=-543/413 7.00 12 5 6 3.50 12 Scale = 1:44.9 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.15 7-8 >680 360 MT20 244/190 Vert(TL) -0.36 7-8 >274 240 Horz(TL) 0.01 7 n/a n/a Weight: 58 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installatign guide, NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) -1-8-9 to 1-3-7, Interior(1) 1-3-7 to 8-9-3; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 8=160, 7=485. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. 000I N 1111111111 VF 1��i �i oP �G,EN3�•����i N 68182 T F :•�U' FL Cert. 6634 October 22,2014 ®WARMIV•Wdflidesign pardaremm gad AFM M7ESGf TNT5AM JA MDED HITEKREFEREhCEAMENU.7423 m. 1129120IMT-O ME R Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. p� Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate In titute, 781 N. Lee Street. Suite 312, Alexandria, VA 2 14 1fSauthernPine�SPI lumberissperiied,thedesrgnvaluesaretheseeffectivee6�0 /2013byAiSC Tempo, FL 33610-4115 Jdb Truss Truss Type Qty Ply PGA Clubhouse Addition T6593139 27371R -EJ6H Jack -Closed 1 1 Job Reference (optional tasl uoasl i russ, tort tierce, r•L. 3a'!45 r.b7a s J01 I l ZU14 MI I eK maus[nes, Inc. wea uci ZZ 11:4U:zz zu14 rage 1 ID:ZzzSW7dbHNFuh Dbh3Qzs4yZoP7-Nh3lgoJvgPxpvSgTOdeQY75lmDBTLUaemOUoYcyQu4N -1-3-9 4-B-14 9-5-11 1-3 9 4.8.14 4-8-14 7.00 12 5 6 3.50 12 4x4 Scale = 1:47.3 Plate Offsets (X Y)— 17:0-2-8.0-2-121 LOADING (psf) SPACING- 2-0-0 cSl. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 30.0 Plates Increase 1.25 TC 0.81 Vert(LL) -0.18 7-8 >597 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.45 7-8 >242 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.36 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight: 61 lb FT = 0% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installatione REACTIONS. (lb/size) 8=696/0-8-0, 7=561/Mechanical Max Horz 8=495(LC 4) Max UpliftB=-125(LC 4), 7=-502(LC 5) Max Grav 8=727(LC 10), 7=881(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-569/382, 2-9=-284/191, 5-7=-313/193 BOT CHORD 7-8=-411/620 WEBS 3-8=-393/0, 3-7=-620/440 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) -1-3-9 to 1-8-7, Interior(1) 1-8-7 to 9-5-11; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 8 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=125, 7=502. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''/2" gypsum sheetrock be applied directly to the bottom chord. ,,Q0 i N 11j/F fF . N 68182 r 0. T F : 44/ FL Cert. 6634 October 22,2014 ®W,iRNlN,3 • VenTp desgn pammsfers aaJAEAa M17ESGN'nrrSA7R1 ltkX.UBLD MfTFKREffR:hCEMGL M!!•M73 m. Tf19/20IdaEFOflEUSE Design valid for use only with M7ek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the. pnAITek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding IYI fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate In titute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. 9f50uthernfriTre7SP�lumtmrrsspetilie,thedesignuatuesaretheseeffestiveO6 01/1013 by AtSC Tampa, FL 33610-4115 Truss TrussType Qty Ply PGA clubhouse Addition T6593140 71110-111 -EJ6K Jack -Partial 1 1 ob a ere ce o do a Last coast i rusa, ton tierce, FL. J4M "o" s JW l l Z 19 . I tlR IpUusllltls, ino. "atl — — , ,.��.�� ��,. Kayo . ID:ZzzSW7dbHNFuh Dbh3Qzs4yZoP7-rtcg28KYRj3gXcFgyK9f4Ld3udVf4z3n7gEL42yQu4M i -1-7-7 i 3-11-7 7-10-13 , r 1-7-7 3-11-7 3.11-7 Scale = 1:42.4 3.50 12 4x4 LOADING (psf) TCLL 30.0 TCDL 20.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010rrP12007 CSI. TC 0.72 BC 0.63 WB 0.22 (Matrix-S) DEFL. in Vert(LL) -0.15 Vert(TL) -0.38 Horz(TL) 0.01 (loc) I/deft Ud 6-7 >630 360 6-7 >241 240 4 n/a n/a PLATES GRIP MT20 2441190 Weight: 47 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 Tel recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uile. REACTIONS. (lb/size) 4=159/Mechanical, 5=282/Mechanical, 7=659/0-8-0 Max Horz 7=452(LC 4) Max Uplift4=-147(LC 5), 5=-299(LC 5), 7=-166(LC 4) Max Grav 4=240(LC 10), 5=479(LC 10), 7=694(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-556/411 BOT CHORD 6-7=-352/461 WEBS 3-7=-305/0, 3-6=-528/406 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) -1-7-7 to 1-4-9, Interior(1) 1-4-9 to 7-10-1; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about Its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=147, 5=299,7=166. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. FL Cert. 6634 October 22,2014 ®WARNtAG-Venrpdasign Aarameren aad REi1D tATESGN7r1lSAND thq.UDED NtTElCREFERENCE PAGE M11-1423 tea t/24/IDIQDffOREIISE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the iVBiTek` erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIT Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety InformarrI�on vo able from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 2314 Tampa, FL 33610.4115 ifSouthemPine�SR l umber isspecified,thedesignvalues are those effective 06�01/1013byALSC Job F Truss Truss Type Qty Ply PGA Clubhouse Addition T6593141 27371R -EJ6L Jack -Closed 1 1 Job Reference (Optional) tasi Uoasl 1 mss, ton MerOe, rl.'34940 ! A s dui zs4yZi cu w ; i en a uuot va, "'. tutu w as , ,.-rw.w ID:ZzzSVV7dbHNFuh Dbh3QoP7-rtg28KYRj3 cgXcFgyK9f4LdOLdXx4yan7gEL42yQu4M I -2.8.8 4.8-12 9.5.8 2-8-8 4.8.12 4.8-12 4x6 = LOADING (psf) SPACING- 1-11-4 CSI. TCLL 30.0 Plates Increase 1.25 TC 0.94 TCDL 20.0 Lumber Increase 1.25 BC 0.48 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 BCDL 10.0 Code FBC2010/71312007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=0/Mechanical, 8=685/0-8-0, 7=661/Mechanical Max Horz 6=179(LC 1), 8=475(LC 4) Max Uplift8=-345(LC 4), 7=-353(LC 5) Max Grav 8=807(LC 10), 7=931(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-739/539, 4-5=-17/276, 5-7=-381/115 BOT CHORD 7-8=-329/608 WEBS 3-8=-263/0, 3-7=-611/350 7.00 12 3.50 12 9-3-13 9- 8 9-3-13 - 0.1- 0 Scale = 1:47.2 DEFL. In (loc) I/defl Ud PLATES GRIP Vert(LL) -0.17 7-8 >621 360 MT20 244/190 Vert(TL) -0.44 7-8 >247 240 Horz(TL) 0.01 7 n/a n/a Weight: 64 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat, 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) -2-8-8 to 0-1-12, Interior(1) 0-1-12 to 9-4-12; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 8=345, 7=353. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. W4RNIM",-Vmdfydese.,x}.ammelea &ad READ f. US ON MIS AM IM2UDED HITEKREfEREAMPAGE H11-7473 as. I119f2016PIFONEM Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblllity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BC51 Building Component Safety Information gvapable from Jruss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA z_2314 It SouthernPine1SIX tumtaerisspecifiedtaredesirhvalues are thbs> effesttivT=13 91J1013b AUC %001 N 1 VF i *: N 66182 • T F : 1L/ I fill It FL Cent. 6634 October 22,2014 —p. MiTe®k' 6904 Parke East Blvd. Tampa, FL 33610.4115 Job ! Truss Truss Type Qty Ply PGA Clubhouse Addition T6593142 27371R -EJ7 Jack -Open 2 1 Jo a erence o ionai East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITek Industries, Inc. Wed Oct 22 11:40:23 2014 Page 1 I D:67UqitGmVgxDOkpUt6gBc8ygeB1-Acg28KYRj3gXcFgyK9f4Ld3wdZx4_Pn7gEL42yQu4M i 2-11.0 8-11.5 2-11-0 4-0.5 Scale = 1:27.0 3x4 = 6 5x5 = 3.12 12 i 2-3-0 2-3-0 2-11-0 6-11-5 4-0-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.72 Vert(LL) -0.01 5-6 >999 240 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 SC 0.36 Vert(TL) -0.03 5-6 >999 180 SCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 32 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 3=164/Mechanical, 6=72010-8-0, 4=-56/Mechanical Max Horz 6=320(LC 5) Max Uplift3=-154(LC 5), 6=-601(LC 4), 4=-56(LC 1) Max Grav 3=251(LC 9), 6=764(LC 9), 4=70(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=356/279 BOT CHORD 1-6=-187/333 WEBS 2-6=-682/442 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 2-9-4, Interior(1) 2-9-4 to 6-10-9; Cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load non concurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 3=154 , 6=601. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,PQU IN *:• N 68182 :. T F : 4U0. • . <l/ rrnioti�o� FL Cert. 6634 October 22,2014 A WARNIM•Vedfrdesign pammece .&READ AOTESCHINSAM MatfDED MITEKREFERERCFa4GEN11-M73,ea I1291201QDITOMUSE R Design valid for use onlywith Peek connectors. This design is based only upon parameters shown, and Is for an Individual building component. q Applicability of design parametersand proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the 1 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding pp q iTek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-B9 and BCSI Building Component 6904 Parke East Blvd. Safety information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610.4115 tf Southern Fine�SP tumber isspecified, the design values are those effective O6/01/2013 byALSC Job , Truss Truss Type Qty Ply PGA Clubhouse AdditionT6593143 27371 R -ERA Jack -Partial 2 1 ob efe a ce o t'ona East Coast Truss, Fon Pierce, FL. 34946 r.0ou s u I I Lu' -iI uk 1116-1 b. ,Ilc. YYcu vtw as , !.+v.< �+ .-.ao , ID:67UgitGmVgxDOkpUt8gBc8ygeB1-J4A2FULACOBXBmgsVl2gudYAE?1 vFpRfxDKzucVyQu4L 1-6.5 2-11-0 , 4-10.7 , 7-1-5 i 1-&5 1.411 1T 11-7 2-2-15 Scale = 1:27.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.76 Vert(LL) -0.01 5-6 >999 240 MT20 244/190 TCDL 20.0 Lumber increase 1.25 BC 0.35 Vert(TL) -0.03 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 32 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3 Installation guide. REACTIONS. (lb/size) 3=171/Mechanical, 6=725/0-8-0, 4=-48/Mechanical Max Horz 6=327(LC 5) Max Uplift 3=-1 60(LC 5), 6=-595(LC 4), 4=-48(LC 1) Max Grav 3=262(LC 9), 6=770(LC 9), 4=77(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-353/273 BOT CHORD 1-6=-177/328 WEBS 2-6=-692/442 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 2-9-4, Interior(1) 2-9-4 to 7-0-9; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except ()t=lb) 3=160 , 6=595. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ���,,p01 N .`� �P'• C•E N i N 68182 F FL Cert. 6634 October 22,2014 ®WARNIM, -Venff deskln Pamrmn ana MAD MUGPI MTSAMI INaUDED MfT[KR[F[REMX PAGE Mr1.7473 m r. 1Id917.014BEraff m ■ Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �J Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown ■ Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the A �Tek• M erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information gva able from Truss Plo)e Institute, 781 N. Lee Street, Suite 312, Ale andda, VA 2314. If SouthernPTletSP�lumberisspetiiiedrthedesignvaluesarethosetfiecGveC#6 Q112013byAm Tampa, FL 33610.4115 Jot Truss Truss Type Qty Ply PGA Clubhouse Addition T6593144 27371R -EJ7F Jack -Closed 4 1' b Ie ere ce o tional East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 WeK Industries, Inc. wed oct 12 11:4u:Z4 2u14 rage 1 ID:ZzzSW7dbHNFuh_Dbh3Qzs4yZoP7-J4A2FULACOBXBmgsW2gudYAF2luhpRDxDKzucVyQu4L i 5-2-8 5-11-0 11-10.11 —i 5-2-8 0-B-8 5.11-11 �I 3x4 = 10 9 1 5t)1-0 4x4 = ��-0 11 0-0-8 h N Scale = 1:41.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.69 Vert(LL) -0.03 6-7 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.07 6-7 >977 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight: 64 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3 Installation guide. REACTIONS. (lb/size) 5=0/Mechanical, 6=605/Mechanical, 7=815/0-8-0 Max Horz 5=580(LC 9), 7=-911(LC 9) Max Uplift6=-389(LC 4), 7=-714(LC 4) Max Grav 6=812(LC 9), 7=944(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown, TOP CHORD 1-2=-209/522, 2-17=-1058/863, 3-17=-1030/982, 3-4=-632/826, 4-5=-365/500, 4-6=-753/446 BOT CHORD 1-10=-143/305, 2-8=-843/1048, 7-8=-843/1048 WEBS 3-7=-840/536 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-9-15; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate,capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=339, 7=714. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. ®WARNAG •Yedtr design pan mea!rs sad RFAO AV7E9GN 7NrSAM =.0E0 1417FKRE'FEREAKXPACF: K114413 le. 11417,(114PROIiEII15F- Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery; erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Inlormatlon qva able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. ttSouthernPule(SP lumber lsspe6fiedtaledesign vBlterasare thoseef# ctiv�06A01/1013byAILSC FL Cert. 6634 October 22,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 dob k• Truss Truss Type City Ply PGA Clubhouse Addition T6593145 27371R -EJ7G Jack -Closed 1 1 Job Reference o Tonal East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 11 2014 Wax Industries, Inc. MCI Oct 22 1-1:4o:24 Zu14 raga 1 ID:ZzzSW?dbHNFuh_Dbh3Qzs4yZoP7-J4A2FULACOBXBmgsW2gudYAHL1wYpMtxDKzucVyQu4L 3x6 5.4.9 5-4-9 3.50 112 2x4 II 7.00 12 4 5 i 5.4-9 10.9-3 i 5.4-9 5.4-9 Scale = 1:50.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.02 7-8 >999 360 MT20 2441190 TCDL 20.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.04 7-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.50 Horz(TL) 0.01 6 nla n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-S) Weight: 68 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer stallalign REACTIONS. (lb/size) 8=618/0-8-0, 6=650/Mechanical Max Horz 8=447(LC 4) Max Uplift8=-12(LC 4), 6=527(1_13 5) Max Grav 8=640(LC 9), 6=993(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -Ali forces 250 (lb) or less except when shown. TOP CHORD 1-8=-691/162, 1-9=-718/76, 2-9=-516/103, 4-6=-347/207 BOT CHORD 7-8=-503/496, 6-7=-442/806 WEBS 1-7=0/425, 2-6=-822/453 NOTES- 1) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft: Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3.1-12 to 10-9-3; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except Qt=lb) 6=527. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. Ii _-.,,PQU+N VP, � � C GE N S+�.F� i N 68182 53 T OF lIIIIli1 FL Cert. 6634 October 22,2014 AWARNZPr, V fify dea4n p..—Maand READ AMESGTET1ASAnD 1AMDED MITEKRE'SERE&CE PAGE M114473.. I129120149TOMME Design valid for use only with 1,47ek connectors. This design Is based only upon parameters shown, and Is for an individual building component. ®�• Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown i�Y■ Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibilllty, of the WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informa ion gva able from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 2314. liSouthem ine`SP�lumber isspeiified,the deM.-n raluesare those effective 4fi�0112013byALSC Tampa, FL 33610.4115 JOIN " Truss Truss Type City Ply PGA Clubhouse Addition T6593146 27371R -EJ7H Jack -Open 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITeK maustnes, Inc. Wea uct 2z 11:4U:25 ZU14 rage 1 ID:ZzzSW7dbHNFuh Dbh3Qzs4yZoP7-nGkQSpMozKJOmwO241B7AmjLuREZYt74SJSBxyQu4K 3-3-91-3.9 4-7.12 i 4.7.12 Scale = 1:30.2 6 3x6 = 3.50 12 LOADING (psf) TCLL 30.0 TCDL 20.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TP12007 CSI. TC 0.94 BC 0.41 WB 0.25 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.2 *Except* 2-7: 2x4 SP No.3 REACTIONS. (lb/size) 6=74410-8-0, 4=89/Mechanical, 5=44/Mechanical Max Horz 6=399(LC 4) Max Uplift6=-295(LC 4), 4=-332(LC 5) Max Grav 6=830(LC 10), 4=380(LC 6), 5=89(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-786/309, 3-7=-786/309, 2-3=-700/610 WEBS 2-7=-631/825 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.03 5-6 >999 360 MT20 244/190 Vert(TL) -0.07 5-6 >815 240 Horz(TL) 0.70 4 n/a n/a Weight: 27 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be thstalled during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) -3-3-9 to-0-3-9, Interior(1) -Or3-9 to 4-7-0; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=295, 4=332. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. o�00000ptV I N rF V F. i * N 68182 : * S r FL Cert. 6634 October 22,2014 A WARNZAG Y/d9l7.014aERMUM£. — Design valid for use only with Mlfek connectors. This design is based only upon parameters shown, and is for an individual building component. � Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown !' Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information gvalable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, Vq a2314. Tampa, FL 33610-4115 1f5authern u1c 5P lumberisspaeffled,thedesignvaluesarethoseef#ettivr06JGiJ2�13byALSC Truss Truss Type Qty Ply PGA Clubhouse Addition F',O, T6593147 1R -EJ7L Jack -Open 1 1 Job Reference (ootionall East Coast Truss, Fart Pierce, FL. 34945 LaJU s JUI 11 ZU14 MI I eK Inaus[nes, Inc, weu ucl G I i; W: Lv I4 rays i ID:ZzzSW7dbHNFuh Dbh3Qzs4yZoP7-nGkQSpMozKJOmwO241B7AmjLfREQYuD4SJS8xyQu4K -3-6-2 4-9-8 3-8-2 4-9-6 Scale=1:30.5 7 3x6 — 3.50 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.96 Vert(LL) -0.03 6-7 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.07 6-7 >789 240 BCLL 0.0 • Rep Stress Incr YES WB 0.18 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight: 35 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.3 Except: WEBS 2x4 SP No.3 *Except* 5-4-0 oc bracing: 7-8 3-7: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 7=786/0-8-0, 4=161/Mechanical, 5=-53/Mechanical Max Horz 7=417(LC 4) Max Uplift7=-332(LC 4), 4=-183(LC 5), 5=-134(LC 5) Max Grav 7=882(LC 10), 4=286(LC 9), 5=191(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 7-8=-832/383, 3-8=-832/383, 2-9=-496/598, 3-9=-479/626 BOT CHORD 6-7=-280/280 WEBS 2-8=-543/591, 3-6=-272/278 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpl=0.18; C-C Exterior(2) -3-6-2 to-0-6-2, Interior(1) -0-6-2 to 4-8-10; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 7=332, 4=183, 5=134. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Y" gypsum sheetrock be applied directly to the bottom chord. ,,GO IN 'rV F .•\'\ E SF•.; � 'ice i :• • N 68182 ?O:• T F FL Cert. 6634 October 22,2014 ®WARKAU -Wdfr design palamcren and READ MUSGNTNISAND 1haUDED MtTEKREFERENWA01GE N1144731@K .11491201,1WOREIJS.: Design valld for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design parametersand proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Solely Information vo' able from jruss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 2314 If So.me�SPI lumherisspecified,thede ignvaluesarethoseetfecrive06 01/1013byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593148 27371R -EJ8F Jack -Closed 4 1 Job Reference (o io a East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITek Industries, Inc. Wed Oct 22 11:40:26 2014 Page 1 ID:ZzzSW7dbHNFuh_Dbh3Qzs4yZoP7-FSlpg9MQkeRF04zFdTiMizFbTgYRH9mEhdS?hNyQu4J 5-2-8 To, 4.0-2 5-0-2 I 91 7.o0 12 3x4= 12 11 -_-... 5x5 = 3x4 = lxi-fl-o 5.3.0 5-1-B 0- -0 9-OA 0-0-8 Scale = 1:52.7 Plate Offsets (X Y)-- 11.0-0-0 0-0-131 LOADING (psf) SPACING- 1-11-4 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.17 8-9 >632 360 MT26 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.40 8-9 >261 240 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code FBC2010/71312007 (Matrix-S) Weight: 84 lb FT = 0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 8=306/Mechanical, 9=1430/0-8-0 Max Horz 9=567(LC 4) Max Uplift8=-192(LC 5), 9=-981(LC 4) Max Grav 8=564(LC 10), 9=1598(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-191/490, 2-19=-1038/860, 3-19=-1007/975, 3-4=-873/880, 6-8=-328/191 BOT CHORD 1-1 2=-1 62/288, 2-10=-859/1027, 9-10=-859/1027, 8-9=-77/292 WEBS 4-9=-1151/749, 4-8=-254/72, 3-9=-587/286 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3=0-0, Interior(1) 3-0-0 to 14-11-4; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 8=192, 9=981. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. FL Cert. 6634—] October 22,2014 LWARM •VeAtpde.srOra parumatmrs and READMITFSCHMIS AND lMi.tFDt:D MITEKRFfF.'RF.MERA6EHlt•Mt.:i s— 11"V2.DZdatFaw-WE Design valid for use any with MTek connectors, This design Is based any upon parameters shown, and is for -on individual building component. �F Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety I formation va'ilUable rtrm Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610.4116 TfSouthernPine�SPIlumberisspe6fied,thedesignvaluesarethoseelfxctiueOfi 0112013byAL5C Sob Truss Truss Type Qty Ply Addition FGA,'Clubhouse T6593149 -EJ8G Jack -Closed 1 1eference (optional) East Coast Truss, Fort Pierce, FL. 34946 T.bsu s Jut 11 zur4 mi I eK maustnes, mc, vveu uci zz-i-i:4,26 cv w rays i ID:ZzzSW7dbHNFuh Dbh3Qzs4yZoP7-FSlpggMQkeRF04zFdTiMizFYbgZLHIREhdS7hNyQu4J 4-9-1 9-8-2 4-11 4-9-1 3x4 1 04 % 3.50 12 3 4 Scale = 1:47.4 LOADING (psf) SPACING- 2.0-0 CS]. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.82 Vert(LL) -0.18 5-6 >591 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.45 5-6 >240 240 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FB C201 0/TP 12007 (Matrix-S) Weight: 59 lb FT = 0% LUMBER- BRACING. TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer e REACTIONS. (lb/size) 6=543/0-8-0, 5=575/Mechanical Max Horz 6=406(LC 4) Max Uplift5=-496(LC 5) Max Grav 6=555(LC 9), 5=890(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-356/185, 1-7=-257/121, 3-5=-308/190 BOT CHORD 5-6=-407/638 WEBS 2-6=-401/0, 2-5=-643/437 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 9-6-2; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 5=496. 8) This truss design requires that a minimum of 7/16• structural wood sheathing be applied directly to the top chord and 1W gypsum sheetrock be applied directly to the bottom chord. FL Cert. 6634 October 22,2014 ®WARNzPr. •Verity d.sO, param4mn +ad AEAD A07ES ON 7MSAND IMILADED l4ITFKREPERENCE PAGE 14114423 — 1f29/20tdLOOM WE Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informa Ion vat able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. JiSouthem�'ine�SP�lumber issperified, the deM."values are thaseeffective06 0112013byALSC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593150 27371R -EJBK Jack -Closed 1 1 Job Reference factional Last coast 1 russ, Een tierce, M. s4satl Laau s dui r i cv w ni i an umumuoa, n ". vrcu ..1, cc , ,. .w ID:ZzzSW7dbHNFuh_Dbh3Qzs4yZoP7-FSlpg9MQkeRF04zFdTiMizFYAgZhHlkEhdS7hNyQu4J 48-11 9-5-7 , 4.8-11 4-8.11 Scale = 1:47.2 3 4 3x4 3.50 12 8 4x4 9-5.7 9.5.7 Plate Offsets (X Y)- 15:0-2-8 0-2-121 LOADING (psf) SPACING- 1-11-4 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 ITC 0.78 Vert(LL) -0.17 5-6 >620 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.43 5-6 >252 240 BCLL 0.0 • Rep.Stress Incr YES WB 0.35 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight: 59 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=522/0-8-0, 5=554/Mechanical Max Horz 6=391(LC 4) Max Uplift5=-479(LC 5) Max Grav 6=534(LC 9), 5=858(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-344/180, 3-5=-297/184 BOT CHORD 5-6=-392/613 WEBS 2-6=-384/0, 2-5=-616/420 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 9-5-7; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=479. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. ,,`tillfilltl1'r1j, ,,• Qv N i *: N 68182 O• T F FL Cert. 6634 October 22,2014 ® WARNtAG •Verify aes4o pam.mmrs saa READ MUS GN 7N7S AND MAIMED MITEKREEERENE PAGE MII.7473 m r. 112917016HEEOUME Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibilllty of the MiTek° erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Scfety Informat}ion va__'uuable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. ItSautiterriPtne�SPpfumbetisspetdied,triedesignvatuesartthoseeffective06 01J2013UyAUC Tampa, FL 33610-4115 Truss Truss Type - Qty Ply PGA Clubhouse Addition T6593151 27371R -EJ9 Jack -Closed 2 1 JobReference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.5313 S Jul 11 ZU14 MI I OK mausines, Inc, wea uci ZZ 11:4u:Z/ Zu14 raga 1 I D:67UgitGmVgxDOkpUtBgBc8ygeB1-jfsBtVN2VxZ67DYRBAEbFBoggErHOnONvHCZDgyQu41 2-11-0 9.1-1 9- -5 2.11-6 6-2-1 0- 5 Scale = 1:33.6 3x4 = 5x5 = LOADING (psf) TCLL 30.0 TCDL 20.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC201 O/TP12007 CSI. TC 0.99 BC 0.65 WB 0.22 (Matrix-M) DEFL. in Vert(LL) -0.07 Vert(TL) -0.17 Horz(TL) 0.01 (loc) I/defl Ud 5-6 >999 240 5-6 >425 180 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 42 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3 Installation guide. REACTIONS. (lb/size) 3=254/Mechanical, 6=802/0-8-0, 4=32/Mechanical Max Horz 6=396(LC 5) Max Uplift3=-228(LC 5), 6=-555(LC 4), 4=-31(LC 5) Max Grav 3=384(LC 9), 6=864(LC 9), 4=146(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-299/178 BOT CHORD 5-6=-174/319 WEBS 2-6=-846/475, 2-5=-300/166 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 2-9-4, Interior(1) 2-9-4 to 9-0-9; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 3=228 , 6=555. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. I I %% kj l N vl ,, � %-'1S0P 6ENs Fes0 N 68182 T OF :•w" ;O• E .%% 111111111/1` FL Cert. 6634 October 22,2014 WARNI✓Vu ,W dfy desi7a pars - mrs aad READ M WGNTMTSAM 1AUDOF0 MITEKWE'RE MPAGE MM;423 ma I/d9f7Old WaREME Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an individual building component. �• Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information Ova able from Truss Plaje Institute, 781 N. Lee Street Suite 312, Alexandria, Vq 2314. Tampa, FL 33610-4116 1fsouthernPinotSP huTlberisspecified,thedesign values are thoseeffective6 1/2013byALS£ J015 Truss Truss Type Qty Ply PGA Clubhouse Addition T6593152 27371R -EJ9F Jack -Closed 4 1 I Job Reference (optional tasl coast I russ, tort vierce, F-L. 44sa6 a.wu s rim , , au w mu cn uwuamw, um. v r•yo , ID:ZzzSW?dbHNFuh_Dbh3Qzs4yZoP7-jfsBtVN2VxZ67DYRBAEbFBoonEvmOf NvHCZDgyQu41 9-4-13 5-2-8 -B-B 3-5-13 4-5-13 LOADING (psf) TCLL 30.0 TCDL 20.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 SPACING- 7.00 12 6 7 3x4 = 12 11 3x4 1 5. 11-0 = 3- 5-i-8 1011 7-11-11 0-0-e 1-11-4 CSI. DEFL. in (loc) I/dell Ud Plates Increase 1.25 TC 0.47 Vert(LL) -0.10 8-9 >924 360 Lumber Increase 1.25 Vert(TL) -0.24 8-9 >385 240 Rep Stress Incr YES Horz(TL) 0.00 8 n/a n/a Code FBC2010ITP12007 REACTIONS. (lb/size) 8=212/Mechanical, 9=1403/0-8-0 Max Horz 9=536(LC 4) Max Uplift 8=-1 33(LC 5), 9=-1016(LC 4) Max Grav 8=449(LC 7), 9=1568(LC 9) BC 0.43 WB 0.73 (Matrix-S) Scale: 1/4"=1' PLATES GRIP MT20 244/190 Weight: 79 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-193/492, 2-19=1044/881, 3-19=-1030/996, 3-4=-884/893, 6-8=-301/177 BOT CHORD 1-12=-152/289, 2-10=-880/1036, 9-10=-880/1036 WEBS 4-9=-1097/751, 3-9=-557/276 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; .C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 13-10-11; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about Its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=133, 9=1016, 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and M." gypsum sheetrock be applied directly to the bottom chord. L WARNIMi Neldy de.siga pammon:rs sad RFAD A07ES PMTNIS AMJ 1M INDEb MITFKR£f EREACE FAGS 14fi-1473 ten IjZ9f7l1iJd£FClNEM3£ Design valid for use only with Mifek connectors. This design is based any upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer, Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information va'uuable from Truss Plqfe Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2y2314. If5authemPinia SPPlumberissvetified, the detianvafuesare these effective06 01JZ015bv'i4t5C �� QVIN V `OHO , •.��C•E NSA•.? �i� i *: N 68182 .*r j:C : w .0. i,��ss; • •N FL Cert. 6634 October 22,2014 M!Tek' 6904 Parke East Blvd. Tampa, FL 33610-4115. Jdb Truss Truss Type Qty Ply [pGA'fUh'u"bAdditionT6593153 27371R -EJ9G Jack -Open 1 1CobReere ce (optional Last coast 1 fuss, ron mefce, t-L.. 34946 f.-V. 1.11 I'u"I'ItlR IIIVUSIIItlJ, mc. v .. as,, VY av,»r.u., ID:ZzzSW7dbHNFuh_Dbh3Qzs4yZoP7-jfsBtVN2VxZ67DYRBAEbFBojGErhOgSNvHCZDgyQu41 -4-10-a5 -4-7-0 4-8-3 0-3-15 4-7.0 4-8-3 Scale = 1:31.5 I$ LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.82 Vert(LL) 0.05 5-6 >999, 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.07 8 >836 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.11 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight: 30 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. All bearings Mechanical except Qt=length) 6=0-8-0, 1=0-3-0. (lb) - Max Horz 6=430(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 5, 1 except 6=-254(LC 4), 4=-162(LC 5) Max Grav All reactions 250 lb or less at joint(s) 5, 1 except 6=958(LC 9), 4=265(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-928/315, 3-7=-823/324, 2-3=-602/686 BOT CHORD 2-7=-906/781 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) -4-9-7 to-1-10-12, Interior(1)-1-10-12 to 4-7-7; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 6, 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 1 except (jt=lb) 6=254, 4=162. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. ® WARNlhA-Yafitydesi0n pafaeretcrs .sad RFAD tA7ES ON71116 AM 1M7.VOFb NITFKRFFFRFhtM PATE M11-7473 m. I/19/20CQWX UWE Design valid for use any withMiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Informa Ion vauuable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, Vq 2314 1f5outhern;ine�SP turnllerisspecified,thedesienvahmsarethaseef`LrtWe;0 J01Zi013byALSC FL Cert. 6634 :1 October 22,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610.4115 b • Truss TrussType Qty Ply PGA Clubhouse AdditionT859315371R r27 -EJ9K Jack -Closed 1 1 Job e e e ce o do I East Coast Truss, Fort Pierce; FL. 34946 7.b3u s uu1 11 2u14 Mu ex mausi6es. mc. VVeo vci a r1:9u:eo zu i9 rays l ID:ZzzSW7dbHNFuh Dbh3Qzs4yZoP7-BrQZ5rOgGFhzdN7dlulgnOLzSeGgIFBXBxx61GyQu4H -1-0-0 4-6-15 8-B•D B• -3 1-0 0 4-6.15 4-1-1 0 3 Scale: 318°=l' 2x4 = r 5x5 = 3.50 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.01 6-7 >999 360 MT20 2441190 TCDL 20.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.01 6-7 >999 240 ` BCLL 0.0 ' Rep Stress Incr YES WE 0.16 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-S) Weight: 45 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTalk recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=-O/Mechanical, 7=760/0-8-0, 6=369/Mechanical Max Horz 5=462(LC 10), 7=801(LC 4) Max Uplift7=-814(LC 4), 6=-188(LC 4) Max Grav 7=879(LC 10), 6=515(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-948/814, 3-11=-938/918, 3-4=-537/658, 4-5=-318/398, 4-6=-5611358 BOT CHORD 2-7=-798/972 WEBS 3-7=-762/540 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 8-7-7; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except at=lb) 7=814, 6=188. 7) This truss design requires that a minimum of 7116• structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. N r rill C•E Ni N 68182 F77FL Celt. 6634 October 22,2014 AWARNIM -Verify design parameress and READ AMU MIS AM INMIDED 141TEKREFEREAKEPAGE MIt-7413 mR 129/201d&E cUME Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown lira�• Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the N1iYek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salety Inlormatlon vo able from Truss Plgte Institute, 781 N. Lee Street, Suite 312. Alxanddo, Vqq 2314. 1iSouthernPine7SP�tumberlsspecified,thedesignvaluesarethosee ective05 01/1013byAL5C Tampa, FL 33610-4115 Jdb I Truss Truss Type Qty Ply PGA Clubhouse Addition T6593155 27371R -EJ10 Jack -Closed 10 1 _ ob eference o tional East Coast Truss, Fort Pierce, FL. 34946 7,530 s Ju1 11 2014 ml I eK Inoustnes, mc. wea vct zz T1:4u:ut zu14 rage i ID:67UgitGmVgxDOkpUt8gBc8ygeB1-Jofdhg8VCo2xc90bOztvRzzHUA86KiWRJAMV WyQu4c 2-11-0 10-0-8 _ 2-11-0 7-1-8 �`jgilj 1 Q 5 3.50 112 3x4 = 5x5 = i 2-3.0 2-11-0 10-0-8 2.3-0 -11-0 7-1-8 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plates Increase 1.25 TC 0.94 TCDL 20.0 Lumber Increase 1.25 BC 0.23 BCLL 0.0 ' Rep Stress Incr YES WB 0.38 BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except* 4-5: 2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 5=84210-8-0, 4=347/Mechanical Max Horz 5=426(LC 5) Max Uplifts=-548(LC 4), 4=-297(LC 5) Max Grav 5=911(LC 9), 4=578(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-257/137 BOT CHORD 1-5=-339/178, 4-5=-261/426 WEBS 2-5=-967/509, 3-4=-433/253, 2-4=-389/244 1x4 II 3 Scale = 1:37.5 DEFL. In (loc) I/deft L/d PLATES , GRIP Vert(LL) -0.03 4-5 >999 240 MT20 244/190 Vert(TL) -0.08 4-5 >999 180 Horz(TL) 0.00 4 n/a n/a Weight: 58 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installatione NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterlor(2) 0-0-0 to 2-9-4, Interior(1) 2-9-4 to 9-10-12; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 548 lb uplift at joint 5 and 297 lb uplift at joint 4. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �WARNIMi-Verltp des4n panmate.-d READM17E3 DN WHY AND MaUDED MtTEKRFFEREM.E PArF MTT- 2473 ma 112.9f7014aFFf3 wE Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 5atety Informa Ion gvagable from Truss Plate In titute, 781 N. Lee Street, Suite 312, Alexandria, VA g2314 1fSoutha n ',ne(SPyturreiTetiss eta#ie the design vztfu sarathasee#ieatausOErtT1/#0134ryft3fiC �_k.lo 0\3I N �rVF r * : N 68182 * r o :9 T F • r � 0.c� N r111111111110 FL Cert. 6634 October 22,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply PGA Clubhouse Addition T6593156 27371R -EJ10A Jack -Closed 2 1 Job Reference o do al East Coast Truss, Fort Pierce, FL. 34946 t.b3U S JUI 11 LU14 MI I eK Incuslnes, Inc. vvea ucl LL 11:4U:U/ LU14 vage 1 I D:67UqitGmVgxDOkpUt8gBcBygeB1-JofdhgBVCo2xc90bOztvRzzPAASYK19RJAMV WyQu4c 2-11-0 7-6-12 10.0-8 2.11-0 4.7-12 2-5.12 1x4 11 4 Scale = 1:37.4 3x4 = 5x5 = 3.50112 -0 I 2-3-0 2-11 7-6-12 10.0-8 2-3-0 0-8-0 4-7-12 2-5-12 Plate Offsets (X Y)-- 15:0-2-15 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.02 6-7 >999 240 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.04 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 59 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3 Installatione REACTIONS. (lb/size) 7=844/0-8-0, 5=345/Mechanical Max Harz 7=426(LC 5) Max Uplift7=-549(LC 4), 5=-295(LC 5) Max Grav 7=914(LC 9), 5=575(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-345/268, 2-11=-345/0 QOT CHORD 1-7=175/321, 5-6=-174/338 WEBS 2-7=-849/428, 2-6=-71/384, 3-5=555/283 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 2-9-4, Interior(1) 2-9-4 to 9-10-12; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60J11111/1��� 2) Plates checked for a plus or minus 0 degree rotation about its center. V N 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • ,�� PQ • • • • •VF< •.��� �j 4) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom N S F �i chord and any other members. ` .• �, . 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 549 lb uplift at joint 7 and 295 lb uplift at ` * N 68182 S joint 5. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. X: T F40 0013 ��� SS' • ... �C? FL Cert. 6634 October 22,2014 A IYARNI/ri:i- wdfy de.xtyir pemmam. raRFAD A07ES WTIMSAM IACAVDED AIITEKREFE MT, FAGC NlhM73 m a I1d91201dtA'FoffM. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown T is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the �/� IYE� YP�• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding Y fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salety Information vaqa�ble from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 2314 Tampa, FL 33610.4115 1f Sovthe rn P irle7SPi Lumber is spetified> the design values are these Lifettiv8 05,�01 f1013 by ALSC Truss Truss Type Qty Ply PGA Clubhouse Addition JJc;b T6593157 71 R -EJ10B Half Hip 1 1 Job Reference (ootionall East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. wed act 22 11:4G:GB 2014 Page 1 I D:67UgilGmVgxDOkpUtBgBcByqeB 1-n?C7u787z6AoEJbnah08_AW WraSK3AaaYg522QyQu4b 2.11-0 41. -1-11 9.9-3 140,8 1 2-11-0 1-2-11 5.7-8 0.3-b 3x4 II 7 2.21 12 3x4 = 5x5 3.50 12 Scale = 1:37.0 LOADING (psf) TCLL 30.0 TCDL 20.0 BOLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber increase 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.67 BC 0.30 WB 0.27 (Matrix-M) DEFL. in Vert(LL) -0.04 Vert(TL) -0.10 Horz(TL) 0.00 (loc) I/defl L/d 5-6 >999 240 5-6 >820 180 5 n/a n/a PLATES GRIP MT20 2441190 Weight: 56 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 20 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be Installed during truss erection, in accordance with Stabilizer Installatioa REACTIONS. (lb/size) 7=846/0-8-0, 5=343/Mechanical Max Horz 7=415(LC 5) Max Uplift7=-548(LC 4), 5=-280(LC 5) Max Grav 7=916(LC 9), 5=573(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=364/362, 4-5=-350/206 BOT CHORD 1-7=-303/357, 6-7=-297/78, 5-6=-226/463 WEBS 2-7=-804/324, 2-6=-208/679, 3-6=-550/264, 3-5=-424/207 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 2-9-4, Interior(1) 2-9-4 to 9-10-12; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. ,,,�411 111���, 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. % V I N V �.#,.# 4) • 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 F� �j fit between the bottom chord and any other members. ♦♦� '0 •\ G E s • .• 5) Refer to girder(s) for truss to truss connections. ♦ •••� F , 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 548 lb uplift at joint 7 and 280 Ib uplift at N 6 $1 $ 2 joint 5. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. '9•� T100 F �•�: 0 Q •• 1 1,ill N A; FL Cert. 6634 October 22,2014 A WARNMU•Verify design Farumrt!mn mnd READ WVS GH THIS AM MI MlTrKREFF-REA92'FACE AM- M73,e. T/29/20IdMau ME Design valid for use only with MTekconnectors. This design is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the. building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information gval able from Truss Plate Institute, 781 N. Lee gtreat, Suite 312, Alexandria, Vq 2314. Tampa, FL 33610-4115 1t Southt,,M (male 1511 lumtror sspetlfied, thedesign values art, those efifett ivi06J 0112013 by141SC J&b Truss Truss Type Qty Ply PGA Clubhouse Addition T6593158 27371R -EJ10C Jack -Closed 2 1 Job Reference (ootionall East coast Truss, Fon Pierce, FL. -34s46 �.��� ��� �� � •,, �� , ,�����, ,,,�. •°O1 "�„' , ,."'.�" ""' , "y" , ID:67UgitGmVgxDOkpUt8gBcByqeB1-n?C?u?87z6AoEJbnah08 AWYMaTL3CpaYg522QyQu4b 2-11.0 8-3-5 i 10-0-8 2.11.0 5.4-5 1-9-3 1x4 II I6 3x4 = 5x5 = 3.50 12 i 2-3.0 2-11-0 8-3-5 10-0.8 0-8.0 5-4-5 Scale=1:37.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.55 Vert(LL) -0.03 6-7 >999 240 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.07 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 HOrz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC201 OfTP 12007 (Matrix-M) Weight; 60 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 FMiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3 Installatione REACTIONS. (Ib/size) 7=844/0-8-0, 5=345/Mechanical Max Horz 7=426(LC 5) Max Uplift7=-549(LC 4), 5=-295(LC 5) Max Grav 7=913(LC 9), 5=576(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-336/245, 2-11=-344/0 BOT CHORD 1-7=-133/305, 5-6=-151/292 WEBS 2-7=-861/442, 2-6=-40/340, 3-5=-703/356 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 2-9-4, Interior(1) 2-9-4 to 9-10-12; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 549 lb uplift at joint 7 and 295 lb uplift at joint 5. 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. ®WAF{ & --tify des;Wp pm-. W. ..d READhOIrS GM 7W73AMD I=UDED MI FE1tRErrREhMPAW MI. ➢413 as r. IJ,i4J701dMOM VM Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Inlormopn gva able from Truss Plate Institute, 781 N. Lee Street, Suite 312, AI xandria, VA 2 14 i#5authelrtPinetSp lumtrerisspecified.thtdesignvaluesaTethase��#ective{i6 O %1413hyAUC Pk) IN i * : N 68182 :AO;• T F :•�' �� s'• •.... • C?% IN k- FL Cert. 6634 October 22,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 J015 Truss Truss Type Qty Ply PGA Clubhouse Addition T6593159 27371R -EJ10D Jack -Closed 1 1 Job Reference o do al East Coast Truss, Fort Pierce, FL. 34946 7.= s Jm 11 Zo14 mn OK mausmes, Inc. vvea Oct z i i:vo:vo zui + rage I ID:67UgilGmVgxDOkpUt8gBcByqeB1-n?C?u?87z6AoEJbnah08_AWXUaSQ3BsaYg522QyQv4b 2-11-0 4-8-12 10-0-B9.1 2.11-0 1-2 5-3-12 1x4 II 4 7 2.21112 3x4 = 5x5 = 3.50 F12 Id Scale = 1:37.4 Plate Offsets (X Y)— 15:0-2-15 0-2-01 LOADING (psf)' SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.60 Vert(LL) -0.03 5-6 >999 240 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.29 Vert(TL) -0.08 5-6 >992 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 56 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3 Installatioa q!jide, REACTIONS. (lb/size) 7=846/0-8-0, 5=343/Mechanical Max Horz 7=426(LC 5) Max Uplift7=-550(LC 4), 5=-294(LC 5) Max Grav 7=916(LC 9), 5=573(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-371/364 BOT CHORD 1-7=-304/364, 6-7=-299/82, 5-6=-248/465 WEBS 2-7=-810/356, 2-6=-202/598, 3-6=-372/199, 3-5=-473/253, 4-5=-309/186 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 2-9-4, Interior(1) 2-9-4 to 9-10-12; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 550 Ib uplift at joint 7 and 294 lb uplift at joint 5. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 October 22,2014 ®WARNIFk•Ycntydesrgn parameaers aad READ FRI7F.SON7N7S.itIDt7K111DED Mt7EKREFEREhCE MGE Mf!-T473 ma Ili9/201QaffOflE115E Design valid for use only with WITek connectors. This design is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown ■ Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the A �Tek• M erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Satisfy Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, Vq 2314 I1SvuUlern tne�SP lumberisspetifledr the designvaluesare thuseetfdx,Gve05 01/4013byAM Tampa, FL 33610-4115 fob Truss Truss Type Qty Ply PGA Clubhouse Addition T6593160 I27371R -EJ10F Jack -Closed 4 1 lob Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 IASu s Jm 11 2d14 mi i eK mausmes, Inc. vied vci zc -1 i:40.0i 20 w rage i ID:ZzzSW7dbHNFuh Dbh3Qzs4yZoP7-FBmN6L9mkPIfrSA 80vNW02iy nyocdknUrcasyQu4a 4-5-13 - 5-5-13 �1i 7.00 12 3x4 = 12 11 5x5 3x4 = 1x441-0 5-3-0 4-5-13 5-5-13 0-0-e Scale = 1:55.2 LOADING (psf) SPACING- 1-114 CSI, DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.52 Vert(LL) -0.02 7-8 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.05 7-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.34 Horz(TL) -0.01 7 n/a n/a BCDL 10.0 Code FBC201 OrrP12007 (Matrix-S) Weight: 91 lb FT = 0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. SOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 7=380/Mechanical, 9=1467/0-8-0 Max Horz 9=596(LC 4) Max Uplift7=-241(LC 5), 9=-955(LC 4) Max Grav 7=661(LC 10). 9=1638(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-200/490, 2-19=-1012/900, 3-19=-981/1015, 3-4=-324/0, 5-7=-363/203 BOT CHORD 1-12=-130/287, 2-10=-893/1007, 9-10=-893/1007, 8-9=-778/477, 7-8=-78/411 WEBS 4-7=-387/57, 3-9=-1360/677, 4-8=-437/326, 3-8=-496/952 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, interior(1) 3-0-0 to 15-10-11; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 241 lb uplift at joint 7 and 955 lb uplift at joint 9. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. FL Cert. 6634 October 22,2014 ®WARMIM-V dfydeshp1, mew.•ad RF4D n07ESGNMISAW IMUDEDNITFKREFERE,1tPP46ENII-7473m. 112912014REY H ME Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the NiiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crlterla, DSB-89 and BCSI Bullding Component 6904 Parke East Blvd. Safety Intorma Ion va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Ale andria, VA 2314. 1fSoutherll ine�SP lumber isspec"died, the design values arethuseefiect1ve06 01/2013byALSC Tampa, FL 33610-4115 bb Truss Truss Type Qty Ply PGA Clubhouse Addition T6593161 27371R -EJ10G Jack -Closed 2 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MTek Industries, Inc. Wed Oct 22 11:40:09 2014 Page 1 ID:ZzzS W7dbH NFuh_Dbh3Qzs4yZoP7-FBm N6L9mkP IfrSA_8OvN W02hZ_mxocl knUrcasyQu4a 1-0-0 ' 4-10.2 3-11-13 3.aU I IL 4x6 B-9-15 4-6-2 -4 3-6-3 4-1 Scale=1:31.3 LOADING (psf) TCLL 30.0 TCDL 20.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC201 OITP12007 CSI. TC 0.58 BC 0.40 WB 0.38 (Matrix-S) DEFL, in Vert(LL) -0.03 Vert(TL) -0.03 Horz(TL) -0.01 (loc) I/defl Ud 6-7 >999 360 6-7 >999 240 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 40 lb FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer sg1latign REACTIONS. (lb/size) 4=-0/Mechanical, 7=1723/0-8-0, 5=-576/Mechanical Max Horz 4=-390(LC 9), 7=271(LC 4) Max Uplift 7=-1 569(LC 4), 5=-632(LC 10) Max Grav 7=2047(LC 10), 5=548(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-979/829, 3-11=-951/945, 3-4=-511/196 BOT CHORD 2-7=-814/1008, 6-7=-1069/835 WEBS 3-7=-1694/1159,3-6=-860/1095 NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 8-9-3; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a or minus 0 degree rotation about its center.� plus 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,��� Q1U I N ..F�.* 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 tali by 2-0-0 wide will ♦♦� Q. ,,...... O ' ��� fit between the bottom chord and any other members. 5) Refer to for truss to truss ♦♦ ' •'� G E S • �+ \1 F�'•, �� girder(s) connections. ♦ ..'• 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1569 Ib uplift at Joint 7 and 632 Ib uplift at N 6 8182 joint 5. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''Yz" gypsum sheetrock be applied directly to the bottom chord. ;O• FL Cert. 6634 October 22,2014 ®WARNIM •Verify deso. p—n,a crs sad RFAI) MITESON'nl[SAND IMSUDED MIMKREFEREhCEPAGEMrt-7473 yea 112912016MOMME Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the WOWerector. Additional permanent, bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Informs11lgn vai able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. 1f5authernPlneISPilumber isspecified, the design values are thoseeffective06 01/2013byALSC Tampa, FL 33610-4115 Job ITruss Truss Type Qty Ply PGA Clubhouse Addition T6593162 27371R -EJ10K Jack -Closed 2 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 I,DSu s Jut n ZU14 Mn ex mausmes, inc. vves wci" i r:4vue cu i4 Pequ i ID:ZzzSW?dbHNFuh_Dbh3Qzs4yZoP7-FBmN6L9mkPIfrSA 8OvNWO2in_m2ocLknUreasyQu4a -1-0-0 4-6-15 8-6-9 1-0.0 4-6-15 3-11-10 Scale = 1:31.1 Lx4 — 3.50 12 4x6 Plate Offsets (X Y)-- f2:0-4-0 0-0-41 f7:0-2-8 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.03 6-7 >999 360 MT20 2441190 TCDL 20.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.03 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.36 Horz(TL) -0.01 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight: 39 Ito FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer salfai&a REACTIONS. (lb/size) 4=-O/Mechanical, 7=1664/0-8-0, 5=-546/Mechanical Max Horz 4=-389(LC 9), 7=254(LC 4) Max Uplift7=-1515(LC 4), 5=-594(LC 10) Max Grav 7=1972(LC 10), 5=518(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-925/771, 3-11=-897/875, 3-4=-510/195 BOT CHORD 2-7=-748/944, 6-7=-1004/784 WEBS 3-7=-1633/1114, 3-6=-807/1028 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18: C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 8-5-13; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1515 Ito uplift at joint 7 and 594 Ito uplift at joint 5. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Y" gypsum sheetrock be applied directly to the bottom chord. •ve01des4.♦tarvmsR:rssud READ W75GYMMAMD lKa.UDF..D MrfftfREFF.RE,tQ-MSI Mrr-MY3 am!/2Sf20rdtdtFgRF1/SF. Design valid for use only with Mfrek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 1s the responslbillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Informs ion ava'Uable from Truss Plate Institute, III N. Lee Street, Suite 312, Alexandria, VA 2314. tf5uuthem irrelSPYlumberisspecifisd,thed.Z'vakuesarathoaeeffectiva9� 1/201-R by ALSC FL Cert. 6634 October 22,2014 MiTek' 6904 Parke East Blvd. Tampa, FL 33610.4115 Truss Truss Type Qty Ply PGA Clubhouse Addition T6593163 1 27371-E -EJ11F Jack -Closed 4 1 Job Reference o ti al East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 11 2014 MITeK Industries. Inc. wea uct ze 11:4u:tu Zu14 rage 1 ID:ZzzSW7dbHNFuh Dbh3Qzs4yZoP7-jNKIJhAOVQWrcIAh6Qc3bbgEO7fX1Xt78a96JyQu4Z 5-2:1112. -B 5-5-1 6-5-1 7.00 12 6 7 14 13 3x4 = 5x5 3x4 = IX4 110 5-M 11-1-1 5-1-8 0. -0 5-5-1 0-0-8 LOADING (psf) TCLL 30.0 TCDL 20.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC201 O/TPI2007 CSI. TC 0.71 BC 0.37 WB 0.49 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 8=542/Mechanical, 11=1589/0-8-0 Max Horz 11=674(LC 4) Max Uplift8=-337(LC 5), 11=-946(LC 4) Max Grav 8=877(LC 10), 11=1774(LC 9) Scale: 3/16"=1' DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.04 8-10 >999 360 MT20 2441190 Vert(TL) -0.09 8-10 >999 240 Horz(TL) -0.00 8 n/a n/a Weight: 101 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer InstgIlglioa guide, FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-206/500, 2-21=-1022/897, 3-21=-990/1015, 3-4=-510/0, 4-5=-295/0, 6-8=-418/230 BOT CHORD 1-14=-140/294, 2-12=-883/1013, 11-12=-883/1013, 10-11=-780/403, 9-10=-192/614, 8-9=184/633 WEBS 3-10=-517/1106, 5-10=-406/301, 5-8=-600/171, 3-11=-I507/697 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 17-9-2; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 337 lb uplift at joint 8 and 946 lb uplift at joint 11. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. 0%II I I I1/111'rip U1N V i * : N 68182 �: 1.O ,0�''ss N AI- EG %� rrnlnll� FL Cert. 6634 October 22.2014 ®WARNING V fify*sJy par.wmo aad REAaW7ESGII711ISAW IM'1rWEa MITEKREEEREhCEPAGEMlI-74I3 ran I/24/201daEE0f VM Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Rai' of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbillity, of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/71`I1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. S lety Information vai able from Truss Plate In tituie, 781 N. Lee ggtreet, Suite 312, Alexandria, Vqq 2314. I?South TP9uRe�SO lumberissPeclife,tliedesi.-nvafuesarathmeaftctiveG 01/2013byAt.SC Tampa, FL 33610.4115 ,1011 7Truss Truss Type Qty Ply PGA Clubhouse Addition T6593164 27371R -EJ11G Jack -Closed 2 1 ob Re erence o do a East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 Walk Industries, Inc. Wed Oct 22 11:40:10 2014 Page 1 ID:ZzzS W7dbHNFuh_Dbh3Qzs4yZoP7-jNKIJhAOVjQ WTclAh6Qc3bbrBO3KXwit78a96JyQu4Z i-1-0-0 4-8-2 13.7-10 , 1-0.0 4-8-2 4-40 4-7-8 7.00 F12 9 3.bu 112 3x4 = 5x5 Scale = 1:46.2 LOADING (psf) TCLL 30.0 TCDL 20.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TP12007 CSI. TC 0.65 BC 0.58 WE 0.93 (Matrix-S) DEFL. in Vert(LL) -0.17 Vert(TL) -0.42 Horz(TL) 0.00 (loc) I/deft L/d 8-9 >607 360 8-9 >250 240 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 74 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9=1391/0-8-0, 8=337/Mechanical Max Horz 9=609(LC 4) Max Uplift9=-988(LC 4), 8=-265(LC 5) Max Grav 9=1534(LC 10), 8=618(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-942/779, 3-13=-933/887, 3-4=-755/792, 6-8=-308/184 BOT CHORD 2-9=-767/961, 8-9=-134/395 WEBS 3-9=-653/341, 4-9=-1041/648, 4-8=-383/144 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 13-7-10; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. psf 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 ,,Or,/� � I N I� QU fit between the bottom chord and any other members. 5) Refer to girder s) for truss to truss connections. �� OI; � ........ , ,• a ENS'-.. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 988 lb uplift at joint 9" and 265 lb uplift at `� •' V F •, joint8. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Y" gypsum N 68182 sheetrock be applied directly to the bottom chord. :�©:• T F ' w oo r�►nn�� FL Cert. 6634 October 22,2014 AWARNrhGa tRFAD WHSW VUSAND 1M AMED H1TEKRF.FERrKFAA6r. H11447.3 rea .1lzs/2014WORE7M Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. �, Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslblllity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-B9 and SCSI Building Component 6904 Parke East Blvd. Safety Information Ivarble kom7russ Pla)e Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610.4115 #fSuutllemlo`lrnSPttumtrecrsmeciiied,kiledesitrnvaluesarethuseet#eC.t,F 46iU1I20JSb,AM JGb r Truss Truss Type Qty Ply PGAClubhouse AddRlan T6593165 27371R -EJ11K Jack -Closed 2 1 Job Reference (Optional East coast Truss, Fort Pleree, FL. 34945 7.43U S Jul 11 Zu14 MI I eK mausmes, mc. wea vci "Z'Z 11:4u:i i zui4 rage 1 ID:ZzzS W7dbHNFuh_Dbh3Qzs4yZoP7-Bau8W1 BOG1 YN5mKMFpxrbpBl NnQxGOhOEoKiflyQu4Y -1-0-0, 4-6-15 8.9.15 13-4-8 , 1-0-0 4-B 15 4-3.1 4-6-9 31 7.00 12 6 7 9 3.50112 3x4 = 5x5 Scale = 1:45.8 3-10-15 -8.0 8-9-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.16 8-9 >642 360 MT20 2441190 TCDL 20.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.39 8-9 >264 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) Weight: 73 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals, BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9=1370/0-8-0, 8=329/Mechanical Max Horz 9=598(LC 4) Max Uplift 9=-979(LC 4), 8=-256(LC 5) Max Grav 9=1508(LC 10), 8=603(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-925/762, 3-13=-915/866, 3-4=-738/773, 6-8=-304/182 BOT CHORD 2-9=-747/939, 8-9=-125/379 WEBS 3-9=-647/340, 4-9=-1011/631, 4-8=-369/134 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 13-4-8; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 979 lb uplift at joint 9 and 256 lb uplift at joint S. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/:" gypsum sheetrock be applied directly to the bottom chord. �%%%,,,QU I N r rV F * : N 68182 :�• T F 1 i���S rrrn�r�►�� FL Cert. 6634 October 22,2014 ®WARMIM3-V dfy design paramew...dREAD A07PSGMMISAND MaUDED MITFKREfERE&IX PAGE MU-7473 m.. 1JJ91201dBff=VM Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. ' Safety Information val able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314 it uthemP'ine�SP{lumberissgetified,thedesignvaluesarethoseeffeotiire0fi101/2013byALSC Tampa, FL 33610.4115 dob • Truss Truss Type Qty Ply PGA Clubhouse Addition T6593166 27371R P -EJ12F Jack -Closed 6 1 Job Reference (optional East Coast Truss, Fart Pierce, FL. 34945 r.osu s — i 1 cu w rvn i nn muuswea, a u. v u vus as , 1.4w. , , '. , ID:ZzzSW?dbHNFuh Dbh3Qzs4yZoP7-Bau8W1BOG1YN5mKMFpxrbpBzknPcGQ40EoKiflyQu4Y 5-2-8 •8 IF" B-10 6-8-10 �j 7 nn FIV 14 13 3x4 = 5x5 3x4 5-1-8 0. -0 5-8-10 8-8-10 0-0-8 LOADING (psf) TCLL 30.0 TCDL 20.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC201O/TPI2OO7 CSI. TC 0.86 BC 0.58 WB 0.73 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 3-11: 2x6 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 11=1658/0-8-0, 7=664/Mechanical Max Horz 11=689(LC 5) Max Uplift 11=-938(LC 4), 7=-324(LC 5) Max Grav 11=1842(LC 9), 7=10D6(LC 9) Scale=1:65.1 4= DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.10 7-9 >999 360 MT20 244/190 Vert(TL) -0.26 7-9 >558 240 Horz(TL) -0.01 7 n/a n/a Weight: 116 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. Except: 6-0-0 oc bracing: 7-9 JOINTS 1 Brace at Jt(s): 9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-207/495, 2-21=-1007/882, 3-21=-976/998, 3-4=-671/0, 4-5=-442/0 BOT CHORD 1-1 4=-1 45/293, 2-12=-8651998, 11-12=-8651998, 10-11=-816/405, 8-10=-232/781, 7-8=225/800 WEBS 3-10=-547/1279, 9-10=-433/302, 5-9=-371/320, 5-7=-798/229, 3-11 =-1 578/695, 6-7=-386/214 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interiar(1) 3-0-0 to 18-2-8; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 938 lb uplift at joint 11 and 324 lb uplift at joint 7. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''%" gypsum sheetrock be applied directly to the bottom chord. FL Cert. 6634 October 22,2014 ®WARNIM-Vedfr deso.pammeb— a ad READ W7ES Gf1 MrSAM INCLUDED HZUKR£F£REACE P.4G£A111-7473 ma I/79120148MOMME Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is theresponsibllllty of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Intormallon va able from Truss Plate In titute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. ifSauthemFhne�SIIIIumberTsspecifie,thedesignvaluesarethoseeffectiveO6/QSJ2013byATSC Tempo, FL 33610-4115 Jrab IF Truss Truss Type Qty Ply PGA Clubhouse Addition T6593187 27371R -EJ12G Jack -Closed 3 1 Job Refers ce o tional East Coast Truss, Fort Pierce, FL. 34946 "" s Jul 11 "14 mn ex Inaa5m85, inc. wea uct cc 11:9u: IC — i9 ©ge i ID:ZzzSW?dbHNFuh_Dbh3Qzs4yZoP7-fmSWkNBe1KgEiwvYpWS48OgCzBoV?xoATS3GBByQu4X �1-0-0 4-8.15 10.1-13 15-1D-3 t 1-0.0 41115 5-4-14 5-8-6 1x4 II 7.00 I 3.5u 112 3x4 = 5x5 = 4-4-15 4.8-i5 10-1-13 15-10.3 4-4-15 0-40 5.4-14 5-8-5 4= Scale = 1:55.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.05 7-8 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.14 7-8 >948 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.51 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FBC201 OITP12007 (Matrix-S) Weight: 95 lb FT = 0% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation REACTIONS. (lb/size) 10=1525/0-8-0, 7=567/Mechanical Max Horz 10=663(LC 4) Max Uplift 10=-959(LC 4), 7=-320(LC 5) Max Grav 10=1688(LC 10), 7=919(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-919/812, 3-14=-890/923, 3-4=-587/0, 4-5=-373/0 BOT CHORD 2-10=-792/941, 9-10=-704/339, 7-9=226/702 WEBS 3-10=-1465/675, 3-9=-447/1036, 8-9=-374/272, 5-8=-320/288, 6-7=-323/185, 5-7=-728/231 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) -1-0-0 to 2-0-0, Intertor(1) 2-0-0 to 15-8-7; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 959 lb uplift at joint 10 and 320 lb uplift at joint 7. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''/z" gypsum sheetrock be applied directly to the bottom chord. %`pU I N i �VF ����♦ E Nlo �F N 68182 0 '.9� T o FL Cert. 6634 October 22,2014 ®rt'ARNING -ftifr design p—sem. aad READ M17ES ON 7195 AND IAIIUDED NITEXREEEREKE PAGE NII-2423 w. I/d9/201JOUCRENSE Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crlleria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informallon va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria , VA gg2314 Tampa, FL 33610.4115 If5outhe rn Ine�SR lumberisspecified,thedesignvaluesarethoseeffectiveOfi)01/1013byAILSC Job f Truss Truss Type Qty Ply PGA Clubhouse Addition T6593168 27371R -EJ12K Jack -Closed 3 1 Job Reference o do a test v0asl I russ, ton rlerce, FL. 3a946 /.09V s Jul 11 Zu14 MI I OK mousmes, mc. vveu vct ZZ 11:4uaZ Zu 14 rage 1 ID:ZzzSW7dbHNFuh_Dbh3Qzs4yZoP7-fmSWkNBeiKgEiwvYpWS48OgB1BmE?rUATS3GBByQu4X 1.0-0 4-6 15 9.7-12 15-0-2 1-0.0 4-8-15 5-0-13 5.4.5 $I1 1x4 II Too 12 E 10 3.50 112 3x4 = 5x5 = 3-10.15 4 8-1 9-7-12 15.0-2 3-10.15 -8- 5-0.13 5-4-5 Plate Offsets (X Y)— f2:0-0-4 0-0-01 17:0-3-6 0-3-131 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plates Increase 1.25 TC 0.69 TCDL 20.0 Lumber Increase 1.25 BC 0.56 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 5-9: 2x4 SP 285OF 1.8E REACTIONS. (lb/size) 10=1489/0-8-0, 7=499/Mechanical Max Harz 10=633(LC 4) Max Uplift 10=957(LC 4), 7=-284(LC 5) Max Grav 10=1689(LC 10), 7=964(LC 9) Scale = 1:52.6 DEFL, in (too) Vdefl Ud PLATES GRIP Vert(LL) -0.23 8 >530 360 MT20 244/190 Vert(TL) -0.42 8 >293 240 Horz(TL) -0.01 7 n/a n/a Weight: 83 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. Except: 5-0-0 oc bracing: 7-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation oulde. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-1053/886, 3-14=-890/1038, 3-4=-385/0 BOT CHORD 2-10=-927/1744, 9-10=-757/367, 9-16=-362/1175, 7-16=-358/1212, 8-17=-1121/334, 7-17=-1121/334 WEBS 3-1 0=-1 436/660, 3-9=-421/990, 8-9=-636/322, 5-8=-552/335, 6-7=-351/190 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterlor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 14-10-6; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 957 lb uplift at joint 10 and 284 lb uplift at joint 7. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. ,,0111,1rrrrri11��i Qv1N vF F �� S � rr r N 68182 � 0F ZU . ' T ♦ rrrr •••�, OP ;`�``� 1 � � rrnrrt►���� FL Cert. 6634 October 22,2014 ®WARNING•Verify deskln pammere. and READ MITES ON VUSAND INQ.aDED MITWREFEREACE PAGE M114423 ruw Yfd.9/201dWOREME Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblllity, of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. 1f Sv uth ern pine�5p' lumber is specif i ad, the deif.-n values are those effective Q611)1/2013 by ALSC Tampa, FL 33610-4115 Job ! Truss Truss Type Qty Ply PGA Clubhouse AdditionT6593169 27371R F01 Hip 2 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITek Industries, Inc. Wed Oct 22 11:40:29 2014 Page 1 ID:ZzzSW7dbHNFuh Dbh3Qzs4yZoP7-g1 xIBP11ZpgFXigJbG3KctOH2XhUYWgNbhfHiyQu4G 5-2-8 0- 5-8-8 6-5-0 6�-9 6-0-9 6-5-0 5-8-0 0-8 5.2.8 8x18 M18SHS \\ 8x18 M18SHS /I 7.00 12 2x4 II 4x6 = 6 7 44 845 9 3x6 4 3x6 i 3x8 543 10 3x6 4 11 46 d 4x8 i 4x8 22 423 5x8 = 1247 2423 2120 2 1 25 3x6 % 3x6 19 13 q o `1 `$ 3x8 28 3x6 �3.50 12 3x6 � 3x8 10 d _ 29 28 16 d 17 15 4x6 4x8 5x8 M18SHS = 5x8 M18SHS = 4x6 2x4 11 2x4 II 2x4 11 2x4 II 5-11-0 43-8.7 5-3-0 43-7-7 • 5.1.8 o• •0 5.8-8 6.5-0 6-0.8 6-0-9 6.5-0 5-B-8 0.8- 5-1-8 0-0-8 0-0-8 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plates Increase 1.25 TC 0.98 TCDL 20.0 Lumber Increase 1.25 BC 0.65 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 BCD(- 10.0 Code FBC2010rrP12007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 *Except* 6-8,8-9: 2x6 SP DSS BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 3-25,12-19: 2x4 SP No.2, 3-26,12-18: 2x6 SP No.2 WEDGE Left: 2x4 SP No,3, Right: 2x4 SP No,3 Scale=1:100.9 DEFL, in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.23 22 >999 360 MT20 244/190 Vert(TL) -0.57 21-22 >774 240 M18SHS 244/190 Horz(TL) 0.44 18 n/a n/a Weight: 287 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except 4-0-0 oc puriins: 6-9. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 26=2936/0-8-0, 18=293610-8-0 Max Harz 26=-16(LC 4) Max Uplift26=1463(1-C 4), 18=1463(LC 5) Max Grav 26=3475(LC 9), 18=3475(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=238/348, 2-42=-819/1000, 3-42=-788/1035, 3-4=-2870/639, 4-43=-2641/664, 5-43=-2616/669, 5-6=-3574/1025, 6-44=-4729/1341, 744=-4729/1340, 7-45=-4726/1338, 8-45=-4726/1338, 8-9=-4727/1340, 9-10=-3575/1015, 10-46=-2615/662, 11-46=-2641/658, 11-12=-2869/633, 12-47=-789/1035, 13-47=-820/1000, 13-14=-238/348 BOT CHORD 2-27=-899/840, 26-27=-899/840, 25-26=-123611003, 24-25=-282/2235, 23-24=-272/2255, 22-23=-325/2729, 21-22=-300/2730, 20-21 =-250/2254, 19-20=-260/2234, 18-19=-1236/987, 16-18=-898/841, 13-16=-898/841 WEBS 3-25=-1103/3352, 5-25=-1349/533, 5-23=-122/648, 6-23=-260/110, 6-22=-473/2088, 7-22=-746/386, 9-22=-485/2086, 9-21=-261/113, 10-21 =-1 26/650, 10-19=-1348/530, 12-19=-1096/3351, 3-26=-3037/1100, 12-18=-3037/1104 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 4-10-9, Interior(1) 4-10-9 to 18-0-7, Exterior(2) 18-0-7 to 37-8-6, Interior(1) 37-8-6 to 48-9-15; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) Plates checked for a plus or minus 0 degree rotation about Its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20:Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 26=1463, 18=1463. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''/z" gypsum sheetrock be applied directly to the bottom chord. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ,,Litt f IU l 11 /,11. 00A 0,0 IN V ,off Qr• ...... �� i * N 68182 �•• T OF :•�` ' Q 4 • FL Cert. 6634 October 22,2014 Continued on page 2 ® WARNIAG -Venfr dw4, pa-M. and READ A07ES0T77705AND RYCLUDED MfTEKREFERE7K,E PAGE Nl2-M73 few 21291201daWOMME Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillify of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criterla, DSB-89 and SCSI Building. Component Safety Informatlon Iva able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, Vqq 2314. 1f5outheFn ineSP�lumberisspecified,thedesignvaluesaretheseetfective06 0112013byAtSC MiTek 6904 Parke East Blvd. Tampa, FL 33610.4115 Job t Truss Truss Type city Ply PGA Clubhouse Addition T65B3t69 27371R F01 Hip 2 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 7.530 a Jul 11 Z014 MI I eK Inausines, Inc. Wea Vcj zz 11;4u:zw zui4 cage I D:ZzzSW1dbHNFuh_Dbh3Qzs4yZoP7-g1_xIBP I1 ZpgFXigJbG3KctOH2XhUYWgNbhfHiyQu4G ®WARNZAG-Verify design parameters and READ MUSOM77413AMU IlVaUDID MITEKNEFERENWPAGE M114473 mQ I12412014IMMEUSE Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an Individual building component, �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown , Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responslblility of the M iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va!p able from Truss Plate Institute, BI N. Lee Street, Suite 312, Ale andria, VA 2314. 1i5outhetnPtne�SPylumberisspecified,thede5ignualuesarethoseetteetive06 0112013byAtSC Tampa, FL 33610.4115 Jx1b T Truss Truss Type Qty Ply PGA Clubhouse Addition T6593170 2737IR F02 Hip 2 1 ob efe ence o do al East Coast Truss, Fort Pierce, FL. 34946 - 7.530 s Jul 112014 MTek Industries, Inc. Wed Oct 22 11:40:32 2014 Page 1 ID:ZzzSlMdbHNFuh Dbh3Qzs4yZoP7-4cf4wDRBKUB06?ROJpmyEVY?FWwhx363ZvJu1yQu4D 43-8-7 _ -8 _ _ _ _8_ - _ _ .. 0- . _ _ 4 _ e-9- 5-2-8 0-8- 5-8-e 6-5.0 1-e-e 3-10-9 -7-0 3-10-7 1-8-8 6-5-0 5-8-8 o- - 5.1.8 0-1-0 Scale = 1:105.8 44 = exe = 7.00 12 US = 46 = 6x6 = 6 7 8 9 10 14 za aau 11Z 19 --- _ 31 30 18 16 4x6 4x6 5x8 M18SHS = &B M18SHS = 4x8 2x4 II 2x4 II 2x4 II 2x4 II 5-11.0 43-8-7 5-3-0 43-7.7 5.1•e 0- 101-8-0 3-10-9 -7-0 3-10-7 1-8-8 8-5-0 5-e-8 0-8 5-1-8 0-0-e 0-0-8 0 Io Plate Offsets (X Y)- 16.0-3-0 0-2-51 110.0-3-0 0-2-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.95 Vert(LL) -0.23 24 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.58 20-22 >770 240 M18SHS 244/190 BCLL 0.0 Rep Stress Iner YES WB 0.68 HOrz(TL) 0.47 19 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) Weight: 308 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except* TOP CHORD Structural wood sheathing directly applied, except 6-9: 2x6 SP SS, 9-10: 2x6 SP No.2 4-0-0 oc purlins: 6-10: BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 `Except' WEBS 1 Row at midpt 6-27, 7-25, 8-22, 10-20 3-27,13-20: 2x4 SP No.2, 3-28,13-19: 2x6 SP No.2 MITek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3, Right: 2x4 SP No.3 Installation guide. REACTIONS. (lb/size) 28=2936/0-8-0, 19=2936/0-8-0 Max Horz 28=16(LC 5) Max Uplift 28=-1 463(LC 4), 19=-1463(LC 5) Max Grav 28=3475(LC 9), 19=3475(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-239/349, 2-44=-819/1009, 3-44=-788/1043, 34=2877/636, 4-45=-2648/661, 5-45=-2622/665, 5-6=-3103/969, 6-7=-3393/1060, 7-8=-4203/1259, 8-9=-3400/1049, 9-10=-3400/1050, 10-11 =-3105/963,11-46=-2623/659, 12-46=-2649/654, 12-13=-2877/629, 13-47=-788/1043, 14-47=-820/1009, 14-15=-239/349 BOT CHORD 2-29=-906/840, 28-29=-906/840, 27-28=-1242/1003, 26-27=-335/2695, 25-26=-327/2717, 24-25=-575/3859, 23-24=-558/3756, 22-23=-592/3896, 21-22=-301 /2715, 1111111111/ ,���� IN V 1 20-21=-309/2693, 19-20=-1242/988, 17-19=-906/841, 14-17=-906/8410,0 WEBS 3-27=-109913366. 5-27=-954/488, 6-27=-917/193, 6-25=-258/1335, 7-25=-1472/396, •' •••.•� /�j 7-24=-101/795, 8-23=-106/698, 8-22=-1516/414, 10-22=-272/1362, 10-20=-916/198, ,� •. t✓•�•N �,• S� •? �� �� �,� 11-20=-956/489, 13-20=-1093/3367, 3-28=-304711097, 13-19=-3047/1102 N 68182 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; -0right C-C Exterior(2) 0-0-0 to 4-10-9, Interior(1) 4-10-9 to 18-0-7, Exterior(2) 18-0-7 to 37-B-6, Interior(1) 37-8-6 to 48-9-15; cantilever left and � exposed ; Lumber DOL=1.60 plate grip DOL=1.60 i �3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated.N 4_0�19A The the is to be the line 6, 10. %5) /6) solid section of plate required placed over splice at joint(s) Plate(s) at joint(s) 4, 9, 12, 1, 2, 28, 26, 25, 24, 23, 22, 21, 19, 14, 15, 27. 3, 5, 7, 8, 11, 20, 13, 29, 31, 17 and 16 checked for a plus or ����� minus 0 degree rotation about its center. ,,��7) Plate(s) at joint(s) 6 and 10 checked for a plus or minus 2 degree rotation about Its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. I FL Cert. 6634 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) rl +-k-, 00 ')n1 A 25=1463, 19=1463. Continued on pace 2 ®wAMUM-Vdfydes4l cad READ MW ON 7NTSAND ltaWo NITEXR£FEREKEPAGEM11-7423 raa IJd9JIDl4DIFaREt15E Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslblliity of the M iTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BC51 Building Component 6904 Parke East Blvd. Safety Information vappoble from jruss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. If SouthernPin e�SP} lumber As sp eciiied, the d eaion values are those effective 05/0112013 by ATSC Tampa, FL 33610-4115 Jeb Truss Truss Type Qty Ply PGAclutinousenddstDn T6593170 27371R F02 Hip 2 1 Job Reference (optional) tast goasl I russ, ron coerce, rL.'J4`J46 I.YJV J JUI I 1 LY 14 MI I tlrt IIIUYJIIItlJ, IIIY. YYtlu � I I. .a w,Y r yo c ID:ZzzS W?dbH NFuh_Dbh3Qzs4yZoP7-4cf4wDRBKUB06?ROJpmyEVY?FVNvhx363ZvJu1 yQu4D NOTES- 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/z" gypsum sheetrock be applied directly to the bottom chord. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ®WARNIM •Verify desip p..,.mren sad REND A07ES GN 7Ni9 AND IMIUDED MITFKREEEREAtE PAGE NII-T423 m. I/29/20IdafTOMME Design valid for use only with MRek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the i�iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. 5 fety Informa Ion gva able from jruss Plate Institute, 781 N. Lee Street, Suite 312, Ale ondria, VA 2314 1�Southem ine`SA tumberisspecified,thedesignvalus:sarethcsee#ectivlae' 01/1013byALSC Tampa, FL 33610-4115 Cob Truss Truss Type Qty Ply PGA Clubhouse Addition T6593171 27371R F03 Hip 2 1 I b Reference (optional East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Wed Oct 22 11:40:33 2014 Page 1 I D:ZzzSW7dbHN Fuh_Dbh3Qzs4yZoP7-YoDS8ZSp5nJFk90bYRL?US2m1/JfsXQK2G IDftQTyQu4C 5.11.0 43-8-7 - -8 - -4 6- - -8 - -9 - 5 5-1.8 0• -0 3-11-14 4-8-8 4-10-4 3-3.15 3.3.2 3-3-15 M91 4-8-7 3-11-15 0-8- 5-1-8 0-8-8 0-1-0 4.95 r12 5x8 = 3x6 = 2x4 11 5x8 = Scale = 1:101.6 7.00 12 6x5 i 7 B 44 945 10 ex8 3x8 i 8 11 3x6 3x8 I 3x8 5 12 4 13 d 2x4 I I 2x4 I I d �13 24 23 14 46 25 22 m 5x6 = 5x8 = 3x6 = 21 26 3x6 = A o 1 2 5x8 % 5x8 15 0 -- 27 2.48 12 20 30 29 19 17 _ 4x6 5x8 M18SHS = 3.50 12 4x6 5x8 4x6 M18SHS = 2x4 II 2x4 II 2x4 II 2x4 II 5-11-0 43-8-7 5-3-0 43-7-7 5-1-8 0- -0 8-11-14 4.8.10 3-3-15 3-3-24-e-7 9-0-0 0-8- 5.1-8 0-0-8 0.8.0 0-0-8 , 0.1.0 Plate Offsets (X Y)— 15.0-2-6 0-1-81 16.0-4-8 0-3-01 17.0-5-12 0-2-81 f10.0-5-12 0-2-81 111:0-4-8 0-3-01 112:0-2-5 0-1-81 121:0-2-0 0-2-81,123:0-2-12 0-3-01.r26:0-2-0 0-2-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.71 Vert(LL) -0.21 20-21 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase ' 1.25 BC 0.79 Vert(TL) -0.60 20-21 >741 240 M18SHS 2441190 BCLL 0.0 ` Rep Stress Incr YES WB 0.95 Horz(TL) 0.44 20 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight: 309 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except* _. TOP CHORD Structural wood sheathing directly applied, except 7-10: 20 SP 285OF 1.8E 4-0-0 oc purlins (4-2-1 max.): 7-10. SOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 4-27, 13-20 3-27,14-20: 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No,3, Right: 2x4 SP No.3 Installation guide. REACTIONS. (lb/size) 27=2936/0-8-0, 20=2936/0-8-0 Max Herz 27=15(LC 5) Max Uplift 27=1 468(LC 4), 20=-1468(LC 5) Max Grav 27=3401(LC 9), 20=3401(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-226/347, 2-43=-853/932, 3-43=822/1024, 3-4=-690/947, 4-5=-3271/921, 5-6=-3255/964, 6-7=3306/1105, 7-44=-3534/1203, 8-44=-3534/1203, 8-9=-3541/1194, 9-45=-3532/1190, 10-45=-3532/1190, 10-11=3306/1096, 11-12=-3256/955, 12-13=-3272/912, 13-14=-691/947, 14-46=-823/1024, 15-46=-854/932, 15-16=-226/347 BOT CHORD 2-28=-901/875, 27-28=-901/875, 26-27=-102/1578, 25-26=-385/2520, 24-25=-411/2799, 23-24=-517/3300, 22-23=-387/2799, 21-22=-362/2521, 20-21=-82/1579, 18-20=-901/876, '0I 15-18=-901/876 WEBS 4-27=-3908/1406, 4-26=-326/1100, 6-26=-404/249, 6-25=110/463, 7-25=-296/101, ,��� P(�VIN„VFZ G E N S •. �� ♦♦♦ ,�� ,� •.•� 7-24=-321/1133, 8-24=-442/234, 9-23=-328/200, 10-23=-324/1131, 10-22=-295/101, ` •• �, ��•.• 11-22=-112/462, 11-21=-403/250, 13-21=-322/1099, 13-20=-3909/1402, 3-27=-607/303, • 14-20=-607/302 = * : N 68182 NOTES- 1) Unbalanced roof live loads have been considered for this design. = 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. li; Exp C; Encl., GCpi=0.18; - 3 ; C-C Exterior(2) 0-0-0 to 4-10-9, Interior(1) 4-10-9 to 19-5-8, Exterior(2) 19-5-8 to 34-2-9, Interior(1) 34-2-9 to 48-9-15; Cantilever left and s T F (u right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 0 0 3) Provide adequate drainage to prevent water pending. 1. •. �� Q �;•' ��`�� 4) All plates'are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. ��I SS • • . • � Thistrussfor 10.0 bottom live load ll loads,��� a psf chord nonconcurrent with any other ve truss ��� �rl N has been designed for a lie load of 20. psf on the bottom chord in all areas where agned 7) rectangle 3-6-0 tall by 2.0-0 wide will 1111% fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 27=1468, 20=1468. 1 FL Cert. 6634 9) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1V gypsum sheetrock be applied directly to the bottom chord. October 22,2014 Continued on Daae 2 ® WARWAG -Vedfr design panmew.4ad READ MIFFS ON 7I175AM INaUDED MITEKREEEREACEPAGEMfI-M73 ma Ifd4/201dWORE USE , Design valid for use only with MITek connectors. This design Is based any upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity of the MiTek erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information qvo able from jruss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. 1, 5outhem P'Ine `SPI lumber isspeii ied, thedesign values are those effective Q5101%2013 byALK Tampa, FL 33610.4115 Job I Truss Truss Type Qty Ply PGA Clubhouse Addition T6593171 27371R F03 Hip 2 1 ' Job Reference o do al East coast Truss, 1=on Pierce, PL. S4a4b I D:ZzzSW?dbH N Fuh_Dbh3Qzs4yZoP7-YoDSBZSp5nJFk90bYRL7US2mWfsXQK2GIDftQTyQu4C NOTES- 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord, �WARNM-Venfrtfesi;repammeauz aad RFA© AV7FS0N MISAW IMMEb M UKRFFERENMPAGE Mll-7473 mn 112.91201411M I:U.SF, �� Design valid for use only with Wek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �` Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown ���� Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity of the iVliTek� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, Vq 2314. Tampa, FL 33610-4115 it: lumber Tumberisspetifiedythedesignvaluesarethese.effctt9ueID I?112013byfit Qob h Truss Truss Type Qty Ply PGA Clubhouse Addition T6593172 27371 R F04G Hip Girder 2 2 JOb e 0 Ce 0 t10 el East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 M7ek Industries, Inc. Wed Oct 22 11:40:37 2014 Page 1 ID:Z=SW7dbHNFuh_Dbh3Qzs4yZoP7-RaTz_wVKBOghCmJMnGPxfIDPgGI5M8GrDrd4ZFyQu48 5-2-8 5- i 0 9-9-5 15:10-2 21-10-14 26-11-2 32.11-13 39-0-8 42-10-15 4 •7 7 48-9-15 5-2.8 0 - 3.10-5 6.0.13 6-0.13 5-0-4 6-0-11 6.0.11 3-10-7 0-a- 5.2-6 4.96 9N11BSHS = 5x8 M18SHS = 4x6 i 7 R 4x6 3x6 - 6 5x8 M18SHS 405 7.00 12 4 4x10 B 4 23 46 2 d 1 494 44 4x6 25 7x8 % 2.48 12 28 27 6x8 M18SHS = 4x6 — 2x4 II 3.50 12 2x4 II 22 48 sh 9 2150 51 52 6x8MI8SHS =124 U24 6x8 M18SHS = U24 Scale = 1:107.4 9 3x6 - 1041 5x8 M18SHS 11 4x10 12 42 20 54 19 13 0 4x6 b3 7x8 55 18 17 15 4x8 = 6x8 M18SHS = 2x4 II 2x4 II 5-11.0 43-8.7 5-3-0 43-7-7 21- 5A-8 0-1-0 4-6-5 5-0.13 6-2-2 4-9-8 6-2-1 5-4-11 0-8 5-1-8 0-0.8 0.0.8 0-8.0 0-1.0 Plate Offsets (X,Y)-- [4:0-5-8,0-2-8], [6:0-3-0,Edge], [7:0-5-12,0-2-8], [8:0-4-0,0-1-14], [9:0-3-0,Edge], [11:0-5-8,0-2-8], [18:0-1-12,0-3-12), [19:0-3-4,0-3-8), [21:0-4-4,0-1-8], LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plates Increase 1.25 TC 0.94 TCDL 20.0 Lumber Increase 1.25 BC 0.56 BCLL 0.0 ' Rep Stress Incr NO WB 0.87 BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP 285OF 1.8E *Except* 1-4,11-14: 2x4 SP No.2, 7-8: 2x4 SP No.1 BOT CHORD 2x6 SP No.2 'Except' 1-27,14-17: 2x4 SP No.2, 22-24,21-22,19-21: 2x6 SP SS WEBS 2x4 SP No.3 *Except* 3-24,12-19: 2x4 SP No.2, 3-25,12-18: 2x6 SP No.2 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 25=5566/0-8-0, 18=5567/0-8-0 Max Horz 25=36(1_13 4) Max Uplift25=-3735(LC 4), 18=3736(LC 5) Max Grav 25=8297(LC 26), 18=8298(LC 26) DEFL. In (loc) Well L/d PLATES GRIP Vert(LL) -0.38 21-22 >999 360 MT20 244/190 Vert(TL) -0.76 21-22 >582 240 M18SHS 244/190 Horz(TL) 0.47 18 n/a n/a Weight: 648 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. Except: 6-0-0 cc bracing: 16-18 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-248/392, 2-39=-918/976, 3-39=889/1065, 3-4=-8879/3463, 4-40=-13516/5170, 5-40=-13339/5195,5-6=-15028/5804,6-7=-14923/5830,7-8=-13909/5483, 8-9=-14931/5809, 9-10=-15035/5784, 10-41=-13340/5177, 11-41=-13516/5152, 11-12=-8893/3455, 12-42=-889/1065, 13-42=-918/976, 13-14=-247/392 BOT CHORD 1-28=-217/633, 2-26=-941/943, 25-26=-941/943, 25-43=-1671/1271, 24-43=-1567/1119, 24-44=-2530/6801, 44-45=-2570/6940, 23-45=-2584/7006, 23-46=-4470/12293, 46-47=-4498/12393, 22-47=-4537/12544, 22-48=-4803/13522, 48-49=-4803/13522, 49-50=-4803/13522, 21-50=-4803/13522, 21-51=-4483/12545, 51-52=-4444/12394, 20-52=4416/12294, 20-53=-2541/7020, 53-54=-2527/6954, 19-54=-2487/6814, 19-55=-156611082, 18-55=-1670/1234, 16-18=-941/943, 13-16=-941/943, 14-15=-213/619 WEBS 3-24=-3842/9185, 4-24=-3421/1197, 4-23=-2047/5818, 5-23=-2099/882, 5-22=-722/1744, 7-22=-1955/5161, 8-21 =-1 941/5164, 10-21=-724/1757, 10-20=-2103/880, 11-20=-2036/5805, 11-19=-3415/1198, 12-19=-383319195, 3-25=-7649/3212, 12-18=-7650/3213 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. ,,1HIIIII/II QU I N V I * S�.C��,,i i *� N 68182 :*: r 0 :. T F ,4 Ifill llll FL Cert. 6634 October 22,2014 Continued on Dacia 2 ®WMNIhG-V.dfydera7n pa em.aad READA07ES ONTIUSAMMaUOEO HfUNREEEREhM PAGE NII.1473 ma Z129120WWOMWE Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Nil' Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibiility of the �A INI iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrIterla, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Salety InlormatIon va able from Truss Plate Institute, 781 N: Lee Street, Suite 312, Alexandria, VA 2314 ,,Saulhem Ine�SR lumber is specified, thedeCignvaluesarethoseeffective06�01/i013byAL5C Tampa, FL 33610-4115 Job f Truss Truss Type Qty Ply PGA Clubhouse Addition T6593172 27371R F04G Hlp Girder 2 n L ob efe a ce o tional East Coast Truss, Fort Pierce, FL. 34946 /.6JU s JUI 11 ZU14 MI I eK inausmes, Inu. vvea um" 11:4a:J/ cu I4 rags 2 ID:ZzzSVVidbHNFuh_Dbh3Qzs4yZoP7-RaTz_wVK80ghCmJMnGPxflDPgG15M80rDrd4ZFyQu48 NOTES- 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 4-10-10, Interior(1) 4-10-10 to 21-10-14, Exterior(2) 21-10-14 to 26-11-2, Interior(1) 33-10-0 to 39-0-8; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 25=3735, 18=3736. 11) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 12) Use Simpson Strong -Tie U24 (4-16d Girder, 2-10dx1 1/2 Truss) or equivalent spaced at 2-0-0 oc max. starting at 22-4-13 from the left end to 26-4-13 to connect truss(es) to front face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 603 lb down and 893 lb up at 9-9-5, 636 lb down and 231 lb up at 12-8-1. 338 lb down and 108 lb up at 15-6-0. 499 lb down and 173 lb up at 18-3-15, 677 lb down and 232 lb up at 21-1-14, 1484 lb down and 795 lb up at 22-0-4, 1484 lb down and 795 lb up at 26-9-12, 677 lb down and 232 lb up at 27-9-1, 499 lb down and 173 lb up at 30-5-15, 338 lb down and 108 lb up at 33-3-15, and 636 lb down and 231 lb up at 36-1-14, and 603 lb down and 893 lb up at 39-0-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-100, 4-7=-100, 7-8=-100, 8-11=-100, 11-10-100, 27-29=-20, 25-26=-20, 24-25=-20, 22-24=-20, 21-22=-20, 19-21=-20, 18-19=-20, 16-18=-20, 17-32=-20 Concentrated Loads (lb) Vert:22=-580(F) 21=580(F) 43=545(F) 44=-577(F) 45=-184(F) 46=-353(F) 47=-514(F) 48=-644(F) 49=-644(F) 50=-644(F) 51=-514(F) 52=-353(F) 53=-184(F) 54=-577(F) 55=545(F) -Verify Uesiq. p—am. m. aad READ MMESGN 71jrSAND IAa UDED MrTFKPFFFRFMT PAGE Mil-M73 /e a ljd9fdDId E17:aNF.115E Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responslbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1PI1 Quality Criteria, DSB-89 and BCSI Building Component Safe Informa ion qv ifable from cuss Plate In titute, 781 Lee Street, Suite 312, Alexandra, Vq 2314 It Southern inelS�FfuTnbet isspeciler,tiledesignvatulsare tdlaseelfectav�05 01[1013byfkM MITe■■k' 6904 Parke East Blvd. Tampa, FL 33610-4115 JQb Truss Truss Type Qty Ply PGA Clubhouse Addition T6593173 27371R F05 Hip 2 1 ob efere ce o do al East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 WeK industries, Inc. Wed not 2L 11:4U:3ts zu14 Page 1 ID:ZzzSW7dbHNFuh_Dbh3Qzs4yZoP7-vmOLBGWyvKyYgwuYK wABVIaMgZG5eY7RVMe6hyQu47 5-2-8 0-8 5-8-8 6-5-0 1-8-1 3.10.15 5-14 3-85 -9-15 6-5-0 5-8-8 0.8 5-2-8 41 OR 7.00 12 4x8 = 4x8 = Bx6 = 6 7 8 9 10 31 30 7e 18 16 4x6 4x8 5xB M18SHS = 5x8 M18SHS = 4x6 2x4 I 2x4 I I 2x4 I 2x4 I I 5.11.0 43-8-15 5-3-0 43-7-7 -Iti 5-1-8 0• -0 5-8-8 8-5-0 1-8-i 3.10.16 -7.14 3-8-5 -8-15 6-5-0 5-8-8 0- - 5.1.0 0-0-8 0-0-8 Scale = 1:105.8 LOADING (psf) TCLL 30.0 TCDL 20.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC201 O/TPI2007 CSI. TC 0.96 BC 0.88 WB 0.68 (Matrix-S) DEFL. in (loc) Vdefl Ud Vert(LL) -0.23 24 >999 360 Vert(TL) -0.59 20-22 >756 240 Horz(TL) 0.47 19 n/a n/a PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 308 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except" TOP CHORD Structural wood sheathing directly applied, except 6-9: 2x6 SP SS, 9-10: 2x6 SP No.2 4-0-0 oc purlins: 6-10. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 `Except* WEBS 1 Row at midpt 6-27, 7-25, 8-22, 10-20 3-27,13-20: 2x4 SP No.2, 3-28,13-19: 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3, Right: 2x4 SP No.3 Installation guide. REACTIONS. (lb/size) 28=2936/0-8-0, 19=2937/0-8-0 Max Horz 28=16(LC 5) Max Uplift 28=-1 464(LC 4), 19=1460(LC 5) Max Grav 28=3475(LC 9), 19=3476(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-239/349, 2-44=-819/1008, 3-44=-788/1043, 3-4=-2876/636, 4-45=-2648/661, 5-45=-2622/665, 5-6=-3103/969, 6-7=-3386/1059, 7-8=-4199/1257, 8-9=-3428/1055, 9-10=-3428/1057, 10-11=-3105/964, 11-46=-2623/660, 12-46=-2649/655, 12-13=-2878/630, 13-47=-787/1044, 14-47=-819/1010, 14-15=-236/344 BOT CHORD 2-29=-906/840, 28-29=-906/840, 27-28=-1242/1003, 26-27=-335/2695, 25-26=-327/2717, t1111►��// 24-25=-575/3858, 23-24=-558/3754, 22-23=-590/3891, 21-22=-302/2714, '� ,���� V IN V F4 20-21=-310/2692,19-20=-1243/987,17-19=-907/840,14-17=-907/840 WEBS 3-27=-1099/3366, 5-27=-953/488, 6-27=-918/194, 6.25=-258/1332, 7-25=-14761398, y�� P`Q•V •• 0 .......... 7-24=-100/798, 8-23=-110/706, 8-22=-1496/411, 10-22=-275/1372, 10-20=-914/198, .•� �,••�,� `S�••:' �� 11-20=-956/489, 13-20=-1092/3368, 3-28=-3047/1098, 13-19=-3048/1101 �� :• N 68182 NOTES- � *- � 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 4-10-9, Interior(1) 4-10-9 to 18-0-7, Exterior(2) 18-0-7 to 37-8-6, Interior(1) 37-8-6 to 48-9-15; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 i '. T 0 F 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 00. .0 •• Q P;•• 5) The solid section of the is required to be over the splice line at joint(s) 6, 10. 1 ����� 10I� • plate placed 6) Plate(s) at joint(s) 4, 9, 12, 1, 2, 28, 26, 25, 24, 23, 22, 21, 19, 14, 15, 27, 3, 5, 7, 8, 11, 20, 13, 29, 31, 17 and 16 checked fora plus or `� �� �j ss • • • ` �% //// minus 0 degree rotation about its center. N !O Ifill 11 7) Plate(s) at joint(s) 6 and 10 checked for a plus or minus 2 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. I FL Celt. 6634 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) October 22,2014 28=1464,19=1460. Continued on page 2 ®WARNIM-Ved7rd.s40 p.-Mrsaad READ A97ESGU MTSNM INCLUDED M27EKREFERENF1MGENII-M73 ma lIZ912014BUMEUM Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the A''�' WOW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criterld, DSB-89 and SCSI Building Component �V L 6904 Parke East Blvd. safety Information va' able from]russ Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 2314. IfSouthernPine�SPI lumberlsspecified,thedesignvaluesarethoseeffective06 0112013 by ALSC Tampa, FL 33610.4115 Job r. Truss Truss Type Qty Ply PGA Clubhouse Addition T6593173 27371R F05 Hip 2 1 o e ere e o bona East Coast Truss, Fort Pierce, FL. 34946 r.aJu s Jul 11 Za14 MI I eK Inau sines, Inu. YVea vH G[ 1 1;-0 N 14 rays c ID:ZzzSW?dbHNFuh_Dbh3Qzs4yZoP7-vmOLBGWyvKyYgwuYK wABVIaMgZG5eY?RVMe6hyQu47 NOTES- 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Y" gypsum sheetrock be applied directly to the bottom chord. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. AWARNIAG -Vedfy desi7a parameam and READ MUS ON 71,1ISAND INCLUDED M1MW REEERE&CF PAGE Mf1.7473 re K 112912016 MOREUSE Design valid for use any Wth MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown B�• Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the ,y,iTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe Information gvo'uable from Truss Plate Institute, 781 N. Lee Sfreet, Suite 312, Ale andria, VA 2314. Tama FL 33610-4115 tffiautherntrinelSPFlumberismecified,thedeiirnv; luesarethaseef ectivef}6 0112013 by ALSC Tampa, Jpb A Truss Truss Type Qty Ply PGA Clubhouse Addition T6593174 27371R F06 Hip 2 1 Jab Reference (optional East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MiTek Industries, Inc. Wed Oct 22 11:40:40 2014 Page 1 ID:ZzzS WtdbHNFuh_Dbh3Qzs4yZoP7-r985cyXCRxCG3D2xS PzeHwrzlUFCZUolvprlAZyQu45 3 stlt 0-B 3-11-14 4-B1 4-10-0 .3-14 N3 3-3-14 4-10.8 4-8-5 3.11-13 0-8 5-2-8 4.95 F12 5x8 = 3x6 = 2x4 II 5x8 = 30 29 19 17 4x6 _ 12 5x8 M18SHS = 3.50 5x8 M1BSHS = 4x6 4x6 2x4 II 2x4 II 2x4 II 2x4 II Scale = 1:101.6 5-11-0 43-8-7 6-3-0 43.7.7 5-1-8 0. -0 8.11-14 4-8-10 3-3-14 3.3.2 3-3-14 4-6-14 8-11-11 043 5.1-8 0-04 0-0-8 0-8-0 0-1-0 Plate Offsets (X Y)— r5.0-2-6 0-1-81 r6.0-4-8 0-3-01 r7.0-5-12 0-2-81 r10.0-5-12 0-2-81 111:0-4-8 0-3-01 r12:0-2-8 0-1-81 121:0-2-0 0-2-81 f23:0-2-12,0-3-01 r26:0-2-0.0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/dell L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.71 Vert(LL) -0.21 26-27 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.60 26-27 >744 240 M18SHS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(TL) 0.44 20 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight: 309 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except 7-10: 2x4 SP 285OF 1.8E 4-0-0 oc purlins (4-2-1 max.): 7-10. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 4-27, 13-20 14-20,3-27: 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP NoA Right: 2x4 SP No.3 Installation guide. REACTIONS. (lb/size) 27=2936/0-8-0, 20=2936/0-8-0 Max Horz 27=15(11..0 4) Max Uplift 27=1 468(LC 4), 20=-1468(LC 5) Max Grav 27=3400(LC 9), 20=3400(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown, TOP CHORD 1-2=-226/347, 2-43=-853/932, 3-43=-822/1024, 3-4=-690/947, 4-5=-3271/921, 5-6=-3255/964, 6-7=-3306/1105, 7-44=-3533/1203, B-44=-3533/1203, B-9=-3539/1195, 9-45=-3531/1191,10-45=-3531/1191,10-11=-3307/1097,11-12=-3252/955, 12-13=-3269/912, 13-14=-691/947, 14-46=-823/1024, 15-46=-854/933,15-16=-226/347 BOT CHORD 2-28=-901/875, 27-28=-901/875, 26-27=-102/1578, 25-26=-385/2520, 24-25=-411/2799, 23-24=-517/3299, 22-23=-389/2800, 21-22=-363/2518, 20-21=-81/1575, 18-20=-902/876, `,�11111111/�II ��� U N V �4I. 15-18=-902/876 ,�� PQF� I� Q WEBS 4-27=-3908/1406, 4-26=-326/1100, 6-26=-404/250, 6-25=110/463, 7-25=296/101, 7-24=-322/1132, 8-24=-443/234, 9-23=-327/200, 10-23=-323/1129, 10-22=-295/102, •......... E !• �� �� �.••�,� S�'? 11 -22=-1 13/464, 11-21=-407/251, 13-21=324/1103, 13-20=-3906/1400, 14-20=-606/302, 3-27=-607/303 y*: N 6 818 2 NOTES- 1) Unbalanced roof live loads have been considered for this design. Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) C-C Exterior(2) 0-0-0 to 4-10-9, Interior(1) 4-10-9 to 19-5-8, Exterior(2) 19-5-8 to 34-2-14, Interior(1) 34-2-14 to 48-9-15; cantilever left 0- 5i T O F <C/ and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. '�i •• �i� '• 1 Q • •.• ,�� 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center.CO)N • • • • l `� 6) This truss has been designed for 10.0 bottom chord live load nonconcurrent with any other live loads. AL a psf 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) r 27=1468, 20=1468. , FL Cert. . 6634 1 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1W gypsum October 22,2014 sheetrock be applied directly to the bottom chord. Continued on a e 2 ®INARNI •Parity Jes:On pnrnmemrs uaJ NFAO M1TF.S GNTNIS ANLIIM7.UDE0 MJTEKREFEREhCE PAGE MIJ-M73 re•I/d9/20i1affO8EllSE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the �Y� ITe�• WOW erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding I tobricaflon, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information gqva'uuoble from Truss Plate Institute, 781 N. Lee Street, Suite 312, Ale andria, Vqq 2314. if3vuthernVineISPpluml eris specified, the design vatuesarethaneef�eGtilre06 1}1J2013byALSC Tampa, FL 33610-4115 Jpb ,t Truss Truss Type Qty Ply PGA Clubhouse Addition ' T6593174 27371R F06 Hip 2 1 ob eee ce o do a Last coast l russ, t-on Pierce, t•L. 34s46 "0"" 5 Jul 11 "19 WII I tlR IUUUSIrltl S, IIIU. vvuu V ul " I I.Y " cU - "U. c I D:ZzzS W7dbHNFuh_Dbh3Qzs4yZoP7-r985cyXCRxCG3D2xSPzeHwrzlUFCZUolvprlAZyQu45 NOTES- 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ®WdRNIhG •Verity desgn yarurrcu!rs aaJ RFi10 M17ES GN 7N75 riND 1fol7.UDED MITEKREFEREfAE MIGE Ml!-M)3 rca 4/39/IDL1l1FF0aEUSE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component. �• - Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the M iTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlormotion gvogoble from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra, VA 2314. 175authernPinelSPllumberisspetiiied,thedetignvaluesarethaseeBective46 Q1J2D18byi4tSC Tampa, FL 33610.4115 ob !- Truss Truss Type Qty Ply IPGARClubhouseAddillonT6593175 7371 R F07G Hip Girder 1 1Reference (optional East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 Mrrek Industries, Inc. Wed Oct 22 11:40:412014 Page 1 ID:ZzzSVV?dbHNFuh Obh3Qzs4yZoP7-JLiUpiYgCFK7hNd706Utp8N3Etb11ytR7TbIj0yQu44 5.11-0 8 Al 5 5.1•8 0.1-0 3-10.5 6-0.12 64)-12 5-0-4 6-0-14 6-0-14 3-10-2 0-8- 0-8-8 4.95 12 5x8 -_ Scale = 1:103.0 5x5 = 4x6 7 g 4x6 3x6 i 6 9 3x6 5x8 ! 385 1039 Sx6 7.0o 12 4 11 3x6 3x8 z �+ §7 12 40 20 19 1 2 22 21 5x8 = 4x8 18 17 5x8 = 4x6 z oS 13T 0 'r 3x6 - 3x6 18 o 14 Id 24 74 2.48 12 15 4x6 - 27 26 7x8 `42 4x6 = 5x8 M18SHS = 5x8 M18SHS = 4x6 = 2x4 I$,50 12 2x4 11 5.11-0 5.3-0 43-2-1540.1.0 OV 5-1-8 0- -0 4-1-i6 6-9-2 8-1-0 4-11-1 6-1-e 5-9-0 4-1-12 0 0 2-5.9 2-8-15 0-0-8 04•B LOADING (psf) TCLL 30.0 TCDL 20.0 BCLL ' 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC2010/TP12007 CSI. TC 0.98 BC 0.81 WE 0.83 (Matrix-M) DEFL, in (loc) I/defl Ud Vert(LL) -0.19 20 >999 360 Vert(TL) -0.47 19-20 >950 240 Horz(TL) 0.34 15 n/a n/a PLATES GRIP MT20 2441190 M18SHS 2441190 Weight: 280 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied. 1-4,7-8,11-14: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-13 oc bracing. BOT CHORD 2x4 SP No.2 *Except* MiTek recommends that Stabilizers and required cross bracing 23-24,15-16: 2x6 SP No.2 be installed during truss erection, in accordance with Stabilizer WEBS 2x4 SP No.3 *Except* Installation guide, 3-23,12-16: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 24=2759/0-8-0, 15=2989/0-8-0 Max Horz 24=89(1_C 25) Max Uplift 24=-1 736(LC 4), 15=2497(LC 5) Max Grav 24=3520(LC 27), 15=4043(LC 26) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=235/353, 2-37=-840/1018, 3-37=-808/1107, 3-4=-2285/750, 4-38=-3631/1404, 5-38=-3454/1410, 5-6=-3712/1504, 6-7=-3602/1529, 7-8=3432/1603, B-9=-3682/1645, 9-10=-3792/1619, 10-39=-3795/1820, 11-39=-3972/1815, 11-12=-3062/1722, 12-40=-794/1051,13-40=-826/963 BOT CHORD 2-25=-980/871, 24-25=-980/871, 24-41 =-1 20711025, 23-41 =-1 204/1033, 22-23=-312/1679, 21-22=-893/3115, 20-21=-889/3131, 19-20=-765/3045, 18-19=-1280/3453, 17-18=-1285/3437, 16-17=-1159/2407, 16-42=-1128/1207, 15-42=-120511059, 13-15=-925/898 WEBS 3-23=-1246/2970, 4-23=-1403/611, 4-22=616/1586, 5-22=-780/397, 5-20=-166/314, 7-20=-215/743, 7-19=-248/291, 8-19=-327/865, 10-19=-391/448, 10-17=-985/646, 11-17=-1058/1942, 11-16=-1017/911, 12-16=-2057/3523, 3-24=-3093/1331, 12-15=-3560/2031 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 4-10-10, Interior(1) 4-10-10 to 21-10-13, Exterior(2) 21-10-13 to 26-11-1, Interior(1) 33-9-15 to 39-0-13; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) The solid section of the plate is required to be placed over the splice line at joint(s) 18. 6) Plate(s) at joint(s) 1, 4, 6, 7, 8, 9, 11, 2, 24, 23, 21, 16, 15, 13, 3, 22, 5, 20, 19, 10, 17, 12, 25 and 27 checked for a plus or minus 0 degree rotation about its center. 7) Plate(s) at joint(s) 18 checked for a plus or minus 4 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Oki IN 11 VF i N 68182 '�• T OF "�/� 00 SS�4NA1-E�,C��. �illll{{ FL Cert. 6634 October 22,2014 Continued on pace 2 ®w-1--V aydesign parameM gad READ AMESGN710SAND INMIDED MITEKREFEREACEPAGEMII- A23 mr. I/Z9y201dVSF0 fM Design valid for use only with Wek connectors. This design Is based only upon parameters shown, and Is for an individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Solety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. 1f South -13inej5P) lumber isspecified', the design values are those effettive 0b 01/2013 byAL5C Tampa, FL 33610-4115 Jpb A Truss Truss Type Qty Ply PGA Clubhouse Addition T6593175 27371R F07G Hip Girder 1 1 o eference o tional East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MTek Industries, Inc. Wed Oct 22 11:40:41 2014 Page 2 ID:ZzzSVlr7dbHNFuh Dbh3Qzs4yZoP7-JLiUplYgCFK7hNd706UtpBN3Etb11y1R7TbIj0yQu44 NOTES- 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=ib) 24=1736, 15=2497. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 293 lb down and 1048 lb up at 39-0-13 on top chord, and 248 lb down and 323 lb up at 9-9-5, and 1155 lb down and 469 lb up at 39-0-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-100, 4-7=-100, 7-8=-100, 8-11=-100, 11-14=-100, 26-28=-20, 24-25=-20, 23-24=-20, 20-23=-20, 19-20=-20, 16-19=-20, 15-16=-20, 15-34=-20 Concentrated Loads (lb) Vert: 11=189(B)41=216(B)42=-314(B) ®WARNIN5-Ycdfy des4a parameWnaad READ AWESGN7NTSAND InaUDED MITENNEFEREAMPAGE MII4473 per. I/24/2014WO E115E Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. ��- Applicability of design parameters and proper Incorporation of component Is responsibility of building designer -not truss designer. Bracing shown ■ Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the M iT®k• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information va able from jruss Plate Institute, 781 14 Lee Street. Suite 312, Ale andria, VA 2314 ItSauthemPine�SP�lumberisspecified,thedest."valuesarethoseef ective05 0112013 by AtSC Tempo, FL 33610-4115 {ob Truss Truss Type Qty Ply PGA clubhouse Addition T6593176 27371R F080 Hip Girder 1 n L o efe a ce o tional East Coast Truss, Fort Pierce, FL. 34946 7.630 s Jul 112014 Mrrek Industries, Inc. Wed Oct 22 11:40:46 2014 Page 1 ID:ZzzSW?dbHNFuh Dbh3Qzs4yZoP7-gJVNt7czlnyPn8V5of32WB4xZuGhzC4AH1130DyQu r "-a 43.7-7 1 - -8 3 3 - - -1• 5 5-2-B 0-e- 4-11-0 4-11-4 4-11-4 6-2-1 4-10-8 4-10-0 4-10-8 0-9 4!_1;11 0-7-8 0-8-8 Scale = 1:105.1 4.9§18SH5 = 3x6 t-' 5xe M18SHS = 3x8 4x6 % 8 9 4x6 6 7 10 11 3x10 !�- 41 42 3x10 7.00 12 7x6 1 5 12 8x8 2x4 II 4 40 43 13 2x4 3 14 39 - 48 2649 25 52 44 28 27 50 51 24 23 dj ,,}}11 2 d 45 29 48 6x8 M18SHS = 4x4 = 53 54 22 7x8 12 55 15 0 I¢ 4x6 = :VVE6X 2x4 II qx4 � 6x8 M18SHS = 5x8 M18SHS = 2x4 II 21 1� 20 56 9�3551031�pp0 6x8 M9BSFIS = 8x8 :zr 19 17 8x8 = 4x6 = 6x8 M18SHS = ' 2x4 II 2x4 II 7-2-8 43-9-7 5.11-0 43-7-7 5-3-0 43-6-15 5-1- 5- 8 1 -5-1 16-5- 2- -5-0 32-4- 3 3 •3.3 4 -1 4 10- 48-9. 5 4-3-5 4-11. 5-0-to 5-11-5 4-11-12 4-10-8 4-2-6 -5-6 -0 5-0-8 0-0-8 0-8-0 0-8-0 0-0-8 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plates Increase 1.25 TC 0.94 TCDL 20.0 Lumber Increase 1.25 BC 0.91 BCLL 0.0 ' Rep Stress Incr NO WB 0.90 BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.1 'Except' 1-4,13-16: 2x4 SP No.2, 8-9: 2x4 SP 285OF 1.8E BOT CHORD 2x6 SP No.2 *Except* 26-27,25-26,24-25: 2x6 SP SS, 16-19: 2x4 SP No.2 WEBS 2x4 SP No.3 `Except* 3-31,14-20: 2x8 SP-No.2, 13-21: 2x4 SP No.2 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 31=5541/0-8-0; 20=4115/0-8-0 Max Horz 31=92(LC 6) Max Uplift3l=-3632(LC 4), 20=-4940(LC 5) Max Grav 31=7276(LC 27), 20=10337(LC 24) DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.42 25-26 >999 360 MT20 244/190 Vert(TL) -0.85 25-26 >524 240 M18SHS 244/190 Horz(TL) 0.51 20 n/a n/a Weight: 663 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-30, 12-21 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-39=-880/907, 3-39=-855/986, 3-4=-775/858, 4-40=-2595/1188, 5-40=-2509/1153, 5-41=-13167/5965, 6-41=-13016/5942, 6-7=-14140/6347, 7-8=-14057/6378, 8-9=13196/6035, 9-10=-14162/6416, 10.11=14243/6386, 11-42=-13304/6127, 12-42=-13447/6146, 12-43=-4039/1822, 13-43=-4104/1817, 13-14=-1004/1013, 14-44=-1049/1106, 15-44=-1074/1029, 15-16=-242/391 BOT CHORD 30-31=-110211898, 30-45=-3665/8478, 29-45=-3672/8495, 29-46=-3679/8498, 28-46=-3697/8542, 28-47=-5145/11922, 27-47=-5206/12046, 27-48=-5204/12055, 26-48=-5254/12198, 26-49=-5348/12777, 49-50=-5348/12777, 50-51=-5348/12777, 25-51=-5348/12777, 25-52=-5398/12477, 24-52=-5330/12315, 24-53=-5333/12306, 23-53=-5269/12177, 23-54=-4051/9106, 22-54=-4031/9067, 22-55=-4061/9083, 21-55=-3936/8975, 21-56=-1689/3322, 20-56=-1401/2373, 16-17=-244/592, 2-31=-878/949, 18-20=-992/1087, 15-18=992/1087 WEBS 5-28=-1732/4051, 6-28=-1718/722, 6-26=-448/1250, 8-26=-208314729, 8-25=-501/391, 9-25=-2155/4862, 11-25=-239/1136, 11-23=-1527/559, 12-23=-1479/3690, 12-22=-678/483, 3-31=-519/258, 4-31=-6720/3053, 4-30=2398/5382, 5-30=-9275/4262, 14-20=-528/265, 13-21=-3350/6904, 13-20=-8591/4275, 12-21 =-8794/41 80 NOTES- 1) 2-ply truss to be connected together with 1 Did (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-3-0 oc, 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. ,&WAANIM.Ve,ffy desgn parameters a ad READ M1WW71NITSAND INO.UDW 14ITEKREFE1lE'KEPA06 M11-M73 sea I119120URFEMEI E Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is loran Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibllllty of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safely Information gqvauuable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandda, VA 2314. I15outhem Pine `SP) Iumb e r is specified, the d esign values are those effective: 0112033 by Atsc 1111f111 .%��Go I N �% pP. i N 68182 "0••. 1 FL Cert. 6634 October 22,2014 Nil" MiTek' 6904 Parke East Blvd. Tampa, FL 33610-4115 glob 'sI Truss Truss Type Qly Ply PGA Clubhouse Addition T6593176 27371R FOBG Hip Girder 1 �f 2 Job Reference footionat) East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MTek Industries. Inc. Wed Oct 22 11:40:46 2014 Page 2 ID:ZzzSW7dbHNFuh_Dbh3Qzs4yZoP7-gJVNt7cz1nyPn8V5of32WB4xZuGhzC4AH113ODyQu4? NOTES- 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 4-10-10, Interior(1) 4-10-10 to 21-4-5, Exterior(2) 21-4-5 to 27-6-6, Interior(1) 34-5-4 to 42-1-9; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise Indicated. 7) The solid section of the plate is required to be placed over the splice line at joint(s) 27. 8) Plate(s) at joint(s) 4, 7, 8, 9, 10, 13, 16, 31, 30, 26, 25, 24, 21, 20, 5, 29, 28, 6, 11, 23, 22, 2, 3, 15, 14, 12, 17 and 18 checked for a plus or minus 0 degree rotation about its center. 9) Plate(s) at joint(s) 27 checked for a plus or minus 2 degree rotation about Its center. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) ' 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. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 0t=1b) 31=3632, 20=4940. 13) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 196 Ib down and 207 Ib up at 8-6-11, 294 Ib down and 266 Ib up at 11-4-10 , 331 Ib down and 261 Ib up at 14-2-9, 328 Ib down and 254 Ib up at 34-8-7, and 229 Ib down and 200 Ib up at 37-6-6, and 112 Ib down and 127 Ib up at 40-4-5 on top chord, and 54 Ib down and 77 Ib up at 8-6-11, 81 Ib down and 76 Ib up at 11-4-10, 166 Ib down and 127 Ib up at 14-2-9, 604 Ib down and 330 Ib up at 17-0-8. 680 Ib down and 272 Ib up at 19-10-7, 1234 Ib down and 733 Ib up at 21-5-11, 731 Ib down and 207 Ib up at 22-5-0, 731 Ib down and 207 Ib up at 24-5-0, 731 Ib down and 207 Ib up at 26-5-0, 1234 Ib down and 733 Ib up at 27-5-0, 775 lb down and 358 Ib up at 29-0-8, 627 Ib down and 338 Ib up at 31-10-8, 166 ib down and 128 Ib up at 34-8-7, 287 Ib down and 439 Ib up at 37-6-6, and 735 Ib down and 1006 Ib up at 40-4-5, and 3349 Ib down and 1575 Ib up at 42-1-9 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:1-4=-100, 4-8=-100, 8-9=-100, 9-13=-100, 13-16=-100, 30-31=-20, 26-30=-20, 25-26=-20, 21-25=-20, 20-21=-20, 19-32=-20, 2-31=-20,18-20=-20 Concentrated Loads (lb) Vert: 26=-670(B)25=-670(B)5=-44(B)29=-21(B)22=202(B)12=-16(B)40=50(B)41=-118(B)42=-110(B)43=97(B)45=6(B)46=-67(B)47=-463(B)48=-583(B) 49=-547(8)50=-547(B)51=-547(B)52=-622(B)53=-481(8)54=42(B) 55=506(B) 56=869(B) WARNING Nerifp design Pnrameten and READ AOTESGN 71USAM lhaltDED MMW RE'FER:M.EPA6E NIh7473 rew I12912014PIEOREt1SE Design valid for use only with MrTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information vappable from Truss Plate Institute, 781 N. Lee Street, Suite 312, AI xandria, VA yy2314. !f Southern R wall lumber is specif ied, the design value's are those a #ective Obf0112013 by ALSC WOW 6904 Parke East Blvd. Tampa, FL 33610-4115 Job - '7 Truss Truss Type Qly Ply PGA Clubhouse Addition T6593177 27371R F09G Hip Girder 1 2 ob e e e ce o tonal Last Coast i Russ, Fon Pierce, FL. 3494e /.53U s Jul 11 Yu14 MI I eK Inauslnes, mc. weo L;ct zz 11:4u:49 Zu14 rage l ID:ZzzSW7dbHNFuh Dbh3Qzs4yZoP7-4tBWlerJiK ecEgUodlBgiR161TAc?cziXi YyQu3y 5-3-1 112.11 15.2-3 21-10.6 26.10-1 31-9-11 , 31-0-14 5-3-1 4-11.9 4-11-9 6.8 3 4.11.11 4-11-11 5-3-3 Scale=1:72.5 4.95 12 5x8 M18SHS = 5x8 M185HS = 3x4 % 5 24 3x4 25 8 4x6 - 4x6 23 4 7 9 3 26 3x4 % 22 27 3x4 m 2 928 h 21 29 7, 4x8 % 30 4x8 1 10 17 35 16 36 37 38 15 39 14 g 33 18 5x8 M18SHS = 5x8 M18SHS = 13 40 41 n `� 19 5x8 M18SHS = 5x8 M18SHS = 12 31 6x8 = 44 4x4 ZZ 42 43 2.48 12 6x8 = 11 20 3x10M18SHS II 3x10M18SHS II 10-2-10 15.3.9 21-9-0 26-10-1 31-9-11 37-0-14 , 5-11 4-11-9 5-0-15 6-5-7 5-1-1 4-11-11 5 Plate Offsets (X Y)-- f4:0-3-0 Edoel f5:0-5-12 0-2-81 f6:0-4-0 0-1-141 f7:0-3-0 Edoel f 15.0-4-4 0-2-81 f 16:0-4-0 0-2-81 LOADING (psf) SPACING- 2-0-0 cSl, DEFL. In (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.99 Vert(LL) -0.40 15-16 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.84 15-16 >525 240 M18SHS 2441190 BCLL 0.0 ' Rep Stress Incr NO WB 0.76 Horz(TL) 0.44 11 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 510 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 "Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 5-6: 2x4 SP 285OF 1.BE BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x6 SP SS *Except* 17-20,11-14: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 1-20,10-11: 2x6 SP No.2, 1-19,10-12: 2x4 SP No.2 REACTIONS. (lb/size) 20=4462/0-3-8 (req.0-3-9), 11=4751/0-3-8 (req. 0-3-9) Max Horz 20=-14(LC 22) Max Uplift20=3006(LC 4), 11=-2849(LC 5) Max Grav20=6271(LC 26), 11=6251(LC 26) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-21=-9214/4376, 2-21=-9067/4394, 2-22=-13140/5954, 3-22=-13011/5937, 3-23=-14268/6393, 4-23=-14242/6398, 4-5=-14173/6429, 5-24=-13229/6027, 24-25=-13229/6027, 6-25=-13229/6027, 6-7=-14193/6403, 7-26=-14263/6371, 8-26=-14287/6366, B-27=-13055/5850, 9-27=-13213/5889, 9-28=-9022/4126, 28-29=-9071/4158, 29-30=-9140/4142, 10-30=-9209/4138, 1-20=-6171/2968, 10-11=-6140/2808 BOT CHORD 19-33=-4043/8602, 18-33=-4045/8627, 18-34=-5375/12106, 17-34=-5415/12184, 17-35=-5412/12191, 16-35=-5459/12353, 16-36=-5631/13070, 36-37=-5631/13070, 37-38=-5631/13070,15-38=-5631/13070,15-39=-5372/12409,14-39=-5325/12247, 14-40=-5328/12239, 13-40=-5289/12159, 13-41=-3833/8633, 12-41=-3827/8604 WEBS 2-19=-3913/1568, 2-18=-1520/3989, 3-18=-1793/723, 3-16=-427/1216, 5-16=-2150/4812, 5-15=-125/453, 6-15=-2130/4839, 6-15=-418/1164, 8-13=1789/797, 9-13=-1664/4044, 9-12=-4075/1822, 1-19=-4040/8629, 10-12=-3824/8632 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 cc, Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc. Webs connected as follows: 2x4 -1 row at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-2-12 to 3-11-4, Interior(1) 3-11-4 to 15-2-3, Exterior(2) 15-2-3 to 26-10-1, Interior(1) 26-10-1 to 36-10-2; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 0 degree rotation about its center. WARNIN-3-Ventydesign pnranta!G...dR£AD M171'5 GNn ISAMD INC[. AIDED 141TEK REFERF&M. PAGEN11-M73m.21d9/20111AIFp .AM Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Satety Information qva joble from Truss Plate In iltute, 781 N. Lee Street, Suite 312, Alexandria, VA 2114. 1fSouthernPinlei5Pllumberisspetifie,thedesignvaluesarethoseaifvctiveOft 12013byAtSC FL Cert. 6634 October 22,2014 Not Welk' 69D4 Parke East Blvd. Tampa, FL 33610-4115 Lob — Truss Truss Type Qty Ply PGA clubhouse Addition 11 T6693177 2737-q7 F09G Hip Girder 1 n ' f L ob Refers ce o io al East Coast Truss, Fort Pierce, FL. 34946 7,530 s Jul 112014 MITek Industries, Inc. Wed Oct 22 11A0:49 2014 Page 2 ID:ZzzSVv7dbHNFuh Dbh3Qzs4yZoP7-4tBWlerJiK ecEgUodl8giR161TAc7cziXi_YyQu3y NOTES- 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) WARNING: Required bearing size at joint(s) 20, 11 greater than Input bearing size. 11) Bearing at joint(s) 20, 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 20=3006, 11=2849. 13) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 309 lb down and 253 lb up at 7-8-15, 260 lb down and 194 lb up at 10-6-14 , 255 lb down and 192 lb up at 26-5-12, 380 lb down and 310 lb up at 29-3-11, and 278 Ib down and 252 lb up at 32-1-10, and 220 lb down and 197 lb up at 34-11-9 on top chord, and 3 lb down and 33 lb up at 2-1-1, 422 lb down and 718 lb up at 4-11-0, 64 lb down and 41 lb up at 7-8-15, 362 lb down and 219 lb up at 10-6-14, 765 lb down and 254 lb up at 13-3-12, 1556 lb down and 799 lb up at 15-3-9, 595 lb down and 226 lb up at 16-6-2, 595 lb down and 226 lb up at 18-6-2, 595 lb down and 226 lb up at 20-6-2, 1556 lb down and 799 lb up at 21-9-0, 765 Ito down and 254 lb up at 23-8-14, 378 lb down and 215 lb up at 26-5-12, 95 lb down and 63 lb up at 29-3-11, and 75 lb down and 72 lb up at 32-1-10, and 48 lb down and 72 lb up at 34-11-9 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 (plf) Vert: 1-5=-100, 5-6=-100, 6-10=-100, 16-20=-20, 15-16=-20, 11-15=-20 Concentrated Loads (lb) Vert: 16=-839(B)15=839(B)22=-75(B)23=-18(B)26=-12(B)27=-130(B)28=33(B)30=57(B)31=17(B)32=326(B)33=-19(B)34=-254(B)35=-676(B)36=-439(B) 37=-439(B)38=-439(B)39=-676(B)40=-279(B)41=-42(8) 42=-19(B)43=8(B) ®WAMIAG•Vedfrdes4rpammettaandREAD AMESONTiirSAWINaUDEDM7TEKREE£RMEPAGE M11-M73tee.1Jd9J201dW0f 1ZE Design valid for use only with MITek connectors. This design is based only upon parameters shown• and is for an Individual building component. ��• Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslbillity of the M iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult AN51/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInform%tt��on vaUUable from Jruss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. ltSouthernR"ir1e75Pylumlerisspectdied,thedesignvalues amthoseefietta1re06 01/1013byALSC Tampa, FL 33610-4115 b Truss Truss Type Qty Ply PGA Clubhouse AdditionT6593102 r27 371 R -CJ3F JACK -OPEN 20 1 Job Re ere ce Got oel East Coast Truss, Fort Pierce, FL. 34946 1-10.0 Refer to MiTek "TOE -NAIL" Detail for connection to supporting carrier truss (typ r" �--"--"-'--' - -- "'-'-" 3%6 11 1x4 II LOADING (psf) TCLL .30.0 TCDL 20.0 BCLL 0.0 ' BCDL 10.0 SPACING- 1-11-4 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.85 BC 0.46 WB 0.11 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 3=0/Mechanical, 4=-1/Mechanical, 5=599/0-4-0 Max Horz 3=-260(LC 9), 5=138(LC 1) Max Uplift4=-126(LC 4), 5=-716(LC 5) Max Grav 4=39(LC 3), 5=726(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=362/150, 3-9=-267/174 WEBS 2-5=-682/362 7.530 s Jul 11 2014 MITeK Industries, Inc. Wee Oct 22 11:40:u3 2014 Page 1 ID:ZzzSW7dbHNFuh_Dbh3Qzs4yZoP7-Q1 P6rl4?9aXW7Xjgn7oyH7octZigOygrOYOHNDyQu4g 5-2-8 3-4-8 Scale=1:22.0 DEFL. in floc) I/deft Ud PLATES GRIP Vert(LL) 0.01 4-5 >999 360 MT20 2441190 Vert(TL) 0.01 4-5 >999 240 Horz(TL) 0.00 n/a n/a Weight: 19 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. Ii; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interiorf 1) 3-0-0 to 5-1-12; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 126 lb uplift at joint 4 and 716 lb uplift at joint 5. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''/2" gypsum sheetrock be applied directly to the bottom chord. FL Cert. 6634 October 22,2014 ®WARNrAG-Verily dbs psmmauers sad AfAD A07ESCH179SAM7AIUDEO HITEKRE'FERENCEPAGE N11-7473re r. i/d9f70iQ8fFaAEtAS£ Design valid for use only with MITek connectors. This design is based any upon parameters shown, and Is loran Individual building component. �- Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MITek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety I Iormation va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Ale andda, VA 2314. Tampa, FL 33610-4115 115outterrlPine7SP lumberisspecified, the designvaluesare thoseefettive05 01/2013byAL5C Jtb I Truss Truss Type Qty Ply PGA Clubhouse Addition T6593103 27371R -CJ3H Jack -Open 2 1 Job Reference o lio al East Coast Truss, Fort Pierce, FL. 34946 7.530 s Jul 112014 MITek Industries, Inc. Wed Oct 22 11:40:03 2014 Page 1 ID:ZzzSW7dbHNFuh_Dbh3Qzs4yZoP7-Q1 P6rl479aXW7Xjgn7oyH7ogpZgNOzVrOYOHNDyQu4g 1.0-0 3-10-15 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plates Increase 1.25 TC 0.60 TCDL 20.0 Lumber Increase 1.25 BC 0.60 BCLL 0.0 • Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=363/0-3-0, 3=159/Mechanical, 4=60/Mechanical Max Horz 3=237(LC 5) Max Uplift 1 =-259(LC 5), 3=-11(LC 5), 4=-18(LC 5) Max Grav 1=519(LC 9). 3=159(LC 1), 4=75(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-256/136, 2-9=-1463/768 BOT CHORD 2-4=-967/1858 Scale=1:17.5 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.04 4-7 >999 360 MT20 244/190 Vert(TL) -0.07 4-7 >801 240 Horz(TL) 0.03 4 n/a n/a Weight: 14 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc puriins. 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 Installatione NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2)-0-10-8 to 2-1-8, Interior(1) 2-1-8 to 3-10-3; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 1 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 259 lb uplift at joint 1, 11 lb uplift at joint 3 and 18 lb uplift at joint 4. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. %.rvlF i N 68182 T O F : 44/ O 1 ,,��'s`�,• N A` E%EC? %III FL Cert. 6634 October 22,2014 ®WARNIM, NedfT cfesipnpan,memrsaad RFAD A07ES GN7NTS AND JACLUDEDHITFKREFEREMEMENU- 7413 rex 1/12/2014I81TWE415E Design valid for use only with Walk connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the Welk'erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. SafetylI1formajlon Iva able from truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, Vq 2314. it511lItllEfflPtllt'(SP�lumberisspeciiled,thaAlsignwtuesamtheseeffLGCIVQQ6 0112013'byALSIC Tampa, FL 33610.4115