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1613 Atlantic Beach Dr 2014 Revisions w � Z m� I '0 OI � O • l� I � 1 w 28'-10-21" a J f!1 t - Z E m o m R .................:........ :::' ---- - - - u ............. — —W-'� -- I - Q i= w J o t= J 2' 2x10 TREATED JOISTS @ 16-O.C. d o ti a � o SD-1 — v — H 0 21'-8" _ -- 0 O w nLu -- 3-6°1--I 3-7-I I = - Z o Y Z S 3a o I I " a SD-2 N Z5 Zw L II m Z SD-2 m Zi0 �W ............ — - - - - -- RGa �, ............................... ....--- e I I ISD-2 2 24'32" W cn I I ~ Zo I 2 I CL Lu ?�a w . �,•. - . w w I K p t Z LL w C7 —104 CL Z CJ p I w w SD-2 _ o 5 � a - - U - Q - 0. — - - - — -- - - - - I . SCALE: — DO NOT SCALE — — — - THIS DRAWING r _ d RELEASE DATE: 08-18.14 — J I17 - -1 d REVISIONS: p � 09-08-14 CJ=SUGGESTED CONTROL JOINTS _ LOCATIONS(SEE DETAIL"T"ON SD-2) - - - - 9 DRAWN BY: g CONTRACTOR SHALL VERIFY ALL DIMENSIONS DJMCHECKEDBY: =DENOTES TWO STORY USING FINAL APPROVED FLOOR PLAN PRIOR JJJ-JKH SHEET: FOOTING CONDITION TO CONSTRUCTION. J-3 R t; J 1 �.___ � a J � Z Q O O Q O - w t-UF ILE COPY ' z d J � Q 7 F- O wV p d v Z E d 5 F- ID £ Z L Q LL z� wJ J W O r v a ;6 w s vj Z m !—� o �Z v �a € N O w CUR F•"'1 Z 0 Z r'Z o >w r,¢~ r�U 5 WF- N Z ZZ O p 0,11011111111111 91 0 �a �W G * �Z oFy 2x10 TREATED LEDGER ATTACHED TO CMU =Y'Wci =z STEMWALL WI Y"x 6"TITEN HD @ 16"O.C. =s 7 Z d (U.O.N.) 'J •• 2x10 TREATED JOISTS %�'�.��Y��••••.....• m .�`� tu TREX DECKING -2x12 TREATED • _ _ BAND JOIST Z LL v -2x8 TREATED SILL o WY2"ANCHOR BOLTS -LU28 Z AT SINGLE @ 24"O.C.wl 2"xY" s a LU28-2-Z AT DOUBLE WASHER SCALE: HU28-3-Z AT TRIPLE E y =r-0 �u.o.N.) S DO NOT SCALE (3)0.131"x3" (1)#5 VERT. THIS DRAWING GALV.TOENAILS @ 48"O.C. d REL9ASE DA'E. 00-08- GROUT CELL d REVISIONS: SECTION -OFFGRADE PORCH - DRAWN BY: DJM CHECKED BY: IJJ-JKH SHEET: S-3a { I, i i i FOR COIN COPY CQFATLAM fflC� F f SP.E pERMI` S f% REQUIREMENTS AN[)CQNVM—ON i 12'-9" 24'-7' � 1 i ..................:....................... ... .... ...... ...... ...... ...... .... - - - -- -- - -- - - - — L_ - - - - - - BrH SD-1 I A t SD-2 RECESS I �. ....� SHOWER BOLT LEDGER @ 12-O.C. m I ALONG THIS REAR WALL — — — — — — L--- —0 E S 3a I I ::—:::— c ` 30"x 30"x 1 "PAD FOOTING SD-1 WITH(3)# EACH WAY 6 (TYPICAL F TWO) N TYPICAL 0 o SEE DETAIL"P"ON SD-2 _ 6 10'-52" 5'-0" 10'1" 5'-9" 1114" 4"CONCRETE SLAB WITH 6x6 W1.4x1.4 WWF L I � - OR FIBERMESH OVER 6 MIL VAPOR BARRIER COVERING CLEAN,COMPACT,TREATED FILL. J SD-2 F I 8'-3" 6-3" T-10" co y o 2x10 TREATED JOISTS @ 16"O.C. II yho I- - - -- - - - - - - — - - - r- -- - - - - - - - - -- -0. 23'-11" - - 94'-0-2'" FOUNDATION PLAN 1 III j f t 6x6 TREATED POST ABU66POST BASE 2x12 TREATED BAND JOIST o EPDXIED ANCHOR 6"MIN.EMBEDMENT INTO MASONRY B SECTION -OFFGRADE PORCH AT POST CA S-3a � _ F i I f SYMBOLLEGEND 53-03.00 21-08.00 7-00-00 HANGER CRITICAL PLUMBING DROP m N_ CIPIC BBO ° }, O 2 5 W O CJO1A cop ILI ^FLOOR ATTIC ROOF STICK (TRUSS) VE LOAD 40psf 20psf 2opst $ DEAD 2Psf 0psf 12psf OAD 00% 00% 25% o NDURATION N 0 in m 4 "� a 0 a ¢ zz U °-r Za YO r ►r N 0 W O W?a p ,n Fa s a a O PDWZ FO 11 j CJ01A -: I.>���o Q pU m m O ¢ ZLLLL O Q UrOw U) BBO � Egg mUW�O,z O g = ¢ U U)-1 QW wwOr a /W W 7-00-00 '! /� Y m O¢ Q=m 8 a g 53-0300 t 266 LLOOW8 O w U DLL U � UWa WE Q¢oaoa N �O W JO Z N9 wo 5 W W W S W O U 21-08.00 74)0.00 O 1<wm6ZZjawmS29or �y� OW�wU�wwQ�y��w Lu Om UJ LL Q W g�OLu�gOaW.raa�arn Aa w mCQaacrii N 2 W r Z°r ZZZW-Zrir�. LLW°t�� BOO q 3 o°W�m pWNw � � Q Jlnx gO��W1LLJ M, 00"ymOZOOr Q wZC7r g � V1ZZr WR=7U1K 7� o �OWw QC�¢UOO�a a LLo3zoxma¢m�m r (V¢t0<¢N�fC mt� a0 O 7 C7wZwrcaJ zOrwrwm FT0 3 0 a N N N H N N $ _SHODRAWING REVIEW DISPOSITION r N Oms x .00 m ATTENTION:4eview of shop drawings is only for conformance w th Z ?' the design concept of the project and does not relieve the contras or 0 of responsib.f ty for any deviation from the requirements of the sli 3pm rc o drawings.Ccntractorshall determine and verify all field measureme s. z Q/APPROVEIJ ❑ RETURNED FOR CORRECTI N g ° DO 3 BBOc u $ ❑ APPROV�O AS NOTED ❑ RETURNED WITHOUT ACTIN 0 m a Bot g ❑ NOT APPROVED ❑ SEE TRANSMITTAL LETTE a B03 COMMENTS B04 " DATE �� 20 BY o ir HULSBERG EN INEERING,INC. FL CERT.25846 d s 0 11481 ST.AUGUSTINE RD.#202 J o JACKSONV;LLE, FL 32258 O N N N W �W = mai W N N 6 B >.,o OLL. W y J 1A aFo Y/ w(� 0 O? �a� Uig N a 24-04-W 7.00.00 o SHEET OF N i I! i i 1 INFORMATION ONLY 24-07-00 o U o 0 Wall Top Plate Heights cJ J03C 10-1-2 dJM05C Balloon Frame to Ceiling Plane ' m W W 0 gw w 6 w C 1 N g FO 3 0 0 U 46-0: 94-07-00 2&07-00 12-09-M 24-07-00 m 0 CJ01 0 3 3 2�� 7 02 3 11 DO 01 1004 Y n 0 g o 0 0 N N N N N N 4 N N N N V of 0 VO g FTO� 0 CJ01 0 X01 U LL U CO2 o CO3 GO EO C04 2 L r- IIA02 - 0 mAA03 0 4 N !v 04 0 0 C1 F 05 LeOg r by R L er EOR L�J07A O tJ05A 01 r` C 03 2 84 EJO 3 M 3 n 4 CJO p m (07 (g7 1y1p 3 4 02 2 AO 3 1 6 0 f v U 1380 1406-W 21-0400 23-11-00 94-07-00 Y ' Panel Panel-Tek of North Florida, Inc. 200 Commercial Drive, Suite 8 L-1] Tek Saint Augustine FL, 32092 , Tel: (904) 584-1550 Fax: (904) 584-1551 Re : 17933: Riverside Homes Site Information: Project Customer:S.A. Robinson Construction, In Job Name :Riverside Homes Lot/Block: 3 Subdivision :Atlantic Bef�(�punti t ub Site Name: SHOP�RAW1NG RE�t (s only tot contormco��ta t t Site Address: ? draw;ngs nottet(eve the 1 t e Shop Atlantic Beach St: FL Zip: ��NZtDN Fe�lew(`f`tsp'ppo,,ect and ape e reo(jtemenlS°c fements. Name Address and License#of Structural Engineer of Recorl,�l is one, for this building.' Name: Jeffrey K. Hulsberg, P.E. License#: 33152�t-a/wtn9s 0 R ttON Address: 11481 Old St. Augustine Road, #202 City:Jacksonville ST: FL Zip:C� General Truss Engineering Criteria & Design Loads (Individuah:Thuss'Design Drawings Sho Special Loading Conditions): jL 20� DAZE T a6 Design Code: FBC2010ITP12007 Design Program: 7.41 Feb 14 2013 Roof Load: 32. Flo 0-CWA258 Wind Code: MWFRS Directional/C-C hybrid Wind ASCE 7-10 Wind Speed: 130 mph By EEHING.tNO2 Y P P ENGIN 8202 HUISg T AUGUSTIN 32259This package includes 87 individual, dated Truss Design Drawings. 11AGKSoNv1�lE.E� With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Date Truss ID# Seal# No. Date Truss ID# Seal# No. Date Truss ID# Seal# 1 08/11/14 A01 A0055553 23 08/11/14 CJ05C A0055575 45 08/11/14 EJ03C A0055597 2 08/11/14 A02 A0055554 24 08/11/14 D01 A0055576 46 08/11/14 EJ07 A0055598 3 08/11/14 A02A A0055555 25 08/11/14 D02 A0055577 47 08/11/14 EJ07A A0055599 4 08/11/14 B01 A0055556 26 08/11/14 D03 A0055578 48 08/11/14 F01 A0055600 5 08/11/14 B02 A0055557 27 08/11/14 D04 A0055579 49 08/11/14 F02 A0055601 6 08/11/14 B03 A0055558 28 08/11/14 D05 A0055580 50 08/11/14 F03 A0055602 7 08/11/14 B04 A0055559 29 08/11/14 D06 A0055581 51 08/11/14 F04 A0055603 8 08/11/14 B05 A0055560 30 08/11/14 D07 A0055582 52 08/11/14 G01 A0055604 9 08/11/14 B06 A0055561 31 08/11/14 D08 A0055583 53 08/11/14 HJ01 A0055605 10 08/15/14 c01 A0055562 32 09/08/14 D09 A0055584 54 08/11/14 HJ02 A0055606 11 08/11/14 CO2 A0055563 33 09/09/14 D10 A0055585 55 09/08/14 HJ03 A0055607 12 08/11/14 CO3 A0055564 34 08/11/14 E01 A0055586 56 08/11/14 HJ04 A0055608 13 08/11/14 C04 A0055565 35 08/11/14 E02 A0055587 57 08/11/14 HJ05 A0055609 14 08/11/14 C05 A0055566 36 08/11/14 E03 A0055588 58 08/11/14 HJ07 A0055610 15 08/11/14 C06 A0055567 37 08/11/14 E04 A0055589 59 08/11/14 Mot A0055611 16 08/11/14 CJ01A A0055568 38 08/11/14 E05 A0055590 60 08/11/14 M02 A0055612 17 08/11/14 CJ01B A0055569 39 08/11/14 E06 A0055591 61 08/11/14 M03 A0055613 18 08/11/14 CJ01C A0055570 40 08/11/14 E07 A0055592 62 08/11/14 M04 A0055614 19 08/11/14 CJ01D A0055571 41 08/11/14 EJ01 A0055593 63 08/11/14 M05 A0055615 20 08/11/14 CJ03B A0055572 42 08/11/14 EJ03 A0055594 64 08/11/14 M06 A0055616 21 08/11/14 CJ03C A0055573 43 08/11/14 EJ03A A0055595 65 08/11/14 M08 A0055617 22 08/11/14 1 CJ05A A0055574 44 09/08/14 1 EJ03B A0055596 76-6708/11/14 M09 A0055618 Truss Design Engineer's Name: William M. Ranieri, PE pr, . M Monts Consulting & Design of WMR & Associates, Inc. � .••,....:..� Florida Certificate of Authorization No. 9177 'ti`41 LICENSE'•;� 222 S. Westmonte Drive, Suite 100 ,E Altamonte Springs, FL 32714 Phone: (407) 681-1917 No.42704 My license renewal date for the state of Florida is February 288,n2015 NOTE: The seal on these drawings indicate acceptance ollIl (�L 1I Digitally signed by Rl •.•'• William Ranieri • pprofessional engineering res onsibilt for the truss RONTA CONBULTINO•DRB ON .M• 9 9 P Y DT RR•,RBo uTG9.D C. Date:2014.09.09 c-OF♦DTH EMTION NO.011= 222 B.V EMOM-K BURR 100 components shown. -MONT6 BPRINCB.-02714 14 4' PHONE:(407)881-1917 Page 1 of 2 William M.Ranieri,PE Panel-Tek of North Florida, Inc. Panel 200 Commercial Drive, Suite 8 Sait Augustine FL,0 Mw Tek Tel: (04) 584-1550 32092 Fax: (904) 584-1551 Re : 17933: Riverside Homes Site Information: Project Customer: S.A. Robinson Construction, In Job Name :Riverside Homes Lot/Block: 3 Subdivision :Atlantic Beach Country Club Site Name: Site Address: ? Atlantic Beach St: FL Zip: Name Address and License#of Structural Engineer of Record, If there is one, for this building. Name: Jeffrey K. Hulsberg, P.E. License#: 33152 Address: 11481 Old St. Augustine Road,#202 City:Jacksonville ST: FL Zip: 32258 General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: 7.41 Feb 14 2013 Roof Load: 32.0 psf Floor Load: N/A Wind Code: MWFRS(Directional)/C-C hybrid Wind ASCE 7-10 Wind Speed: 130 mph This package includes 87 individual, dated Truss Design Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Date Truss ID# Seal# 67 08/11/14 MG01 A0055619 68 08/15/14 MG02 A0055620 69 08/11/14 MG03 A0055621 70 08/11/14 MG04 A0055622 71 08/11/14 Vol A0055623 72 08/11/14 V02 A0055624 73 08/11/14 V03 A0055625 74 08/11/14 VO4 A0055626 75 08/11/14 V05 A0055627 76 j 08/11/14 V06 A0055628 77 08/11/14 V07 A0055629 78 08/11/14 V08 A0055630 79 08/11/14 V09 A0055631 80 08/11/14 V10 A0055632 81 08/11/14 V11 A0055633 82 08/11/14 V12 A0055634 83 08/11/14 V13 A0055635 84 08/11/14 V14 A0055636 85 08/15/14 V15 A0055637 86 08/11/14 V17 A0055638 87 08/11/14 1 V18 A0055639 Truss Design Engineer's Name: William M. Ranieri, PE Monta Consulting & Design of WMR & Associates, Inc. - Florida Certificate of Authorization No. 9177 .• LICENSE 222 S. Westmonte Drive, Suite 100 ' No.42704 Altamonte Springs, FL 32714 Phone: (407) 681-1917 i My license renewal date for the state of Florida is February 28, 2015 ` NOTE: The seal on these drawings indicate acceptance of R1 .••'� professional engineering responsibilty for the truss '•" components shown. Page 2 of 2 William M.Ranieri,PE Job Truss Truss Type Ply Riverside Homes 17933 A01 RoofSpedal 6 1 A0055553 Job Reference o tlonal Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MITek Industries,Inc. Tue Sep 09 11:32:01 2014 Page 1 ID:oDiShKIVnfObXIT8kEYRMzysVC6-1n2icCf4o?iJNomMuK1vPO4uNCTp96be dmlJnfyfOKC 6-8-9 13-2-11 19-6-12 26-6-0 6 8 9 6-6-2 6-0 1 6-11-4 0-0-8 Scale=1:55.0 7.00 F12 7 2x4 3.00 F12 4x6 6 3x6= 3x4= O 5 N 4 d' 17 2x4 1 W2 14 3x4= 3 3x4= 2 5 �ryw 1 19 zs 1# 1 4x611 12 11 10 SIMPSQN 3x4= 3x6= HTWb 3x4= 6x8= 843#/274# 9-11-2 19-&12 26-.0 9 11-2 9 7-10 Plate Offsets MY): [1:0-3-6.0-3-151,f9.0-3-8 0-3-01 6-11-4 LOADING(psf) SPACING 2-0-0 CSI DEFL in "oc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.25 1-12 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.48 1-12 >655 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(TL) 0.08 9 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:143 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 3-5-2 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-9,6-9 SLIDER Left 2x4 SP No.3 3-4-6 REACTIONS (Ib/size) 9=713/Mechanical,1=712/0-5-8 (min.0-1-8) Max Horz 1=368(LC 12) Max Uplift9=-401(LC 12),1=-274(LC 12) Max Grav9=845(LC 2),1=843(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-2239/1457,2-13=-2194/1464,3-13=-2159/1469,3-4=-1909/1104, 4-5=-1830/1111,5-6=-932/394 BOT CHORD 1-12=-1859/2106,11-12=-1231/1571,10-11=-1231/1571,9-10=-609/847 WEBS 3-12=-337/519,5-12=-269/444,5-10=-825/712,6-10=-307/515,6-9=-1056/758 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=Oft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Corner(3)0-0-0 to 5-0-0,Exterior(2)5-0-0 to 26-4-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb)9=401,1=274. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard LICENSE N. s No.42744 Ilk .R PDF created with pdfFactory Pro trial version www.pdffactory.com JOb NSS TNSS Type N Rivb erside HomesA0055JReference(optional) Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MTek Industries,Inc.Tue Sep 0911:32:02 2014 P 1 ID:oDiShKIVnfObXIT8kEYRMzysVC6-W_c5pXgjZlgA?yLYS1Z8ybc2ccp3uYanDHW1K5y' e KB 6$-9 13-1-11 19512 26-9-8 260-0 6-8-9 681 6-5-1 7-2-12 0 -8 Scale=1:56.2 7.00 12 7 3x 3.00 F12 5x6 6 3x6% 3x4 Vfi 5 C6 4 PI 2x4,�, W2 141 3x4% 3 3x4% 2- 04 N 1 7#1 IWF � axs II 12 11 10 SIMPSOjJ 3x4= 3x6= HTL12# 3x4= 6x6x = 853#/l4276# 19-6-12 19.8-12 26-9-8 26-10-0 9-111 7-2-12 0 Plate Offsets MY): f1:0-3-6,0-3-151.[9:0-3-8,0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.25 1-12 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.49 1-12 >655 180 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.08 9 n/a n/a BCDL 5.0 Code FBC2010[TP12007 (Matrix) Weight:144 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 3-5-2 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-9,6-9 SLIDER Left 2x4 SP No.3 3-4-6 REACTIONS (Ib/size) 9=721/Mechanical,1=719/0-5-8 (min.0-1-8) Max Horz 1=375(LC 12) Max Uplift9=-407(LC 12),1=-276(LC 12) Max Grav9=855(LC 2),1=853(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-2268/857,2-13=-2223/863,3-13=-2188/869,3-4=-1944/638, 4-5=-1866/644,5-6=-970/224 BOT CHORD 1-12=-1178/2133,11-12=-799/1614,10-11=-799/1614,9-10=-414/884 WEBS 3-12=-329/332,5-12=-140/436,5-10=-827/443,6-10=-166/518,6-9=-1085/503 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=20ft;Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interior(1)5-0-0 to 26-7-12 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb)9=407,1=276. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard M. ''gee■�.ar.ye`, 1. .' LICENSES•; N0.42704 rz PDF created with pdfFactory Pro trial version www.pdffactory.com ■ Job Truss toss Type Ply �Job ------------------ rside Homes A0055555 17933 A02A Monopitch 3 1 Reference(optional) Pan&Tek of North Florida,Inc.,St.Augustine,FL Run:7.410 s Feb 14 2013 Print.7.410 s Feb 14 2013 MiTek Industries,Inc. Tue Sep 09 11:32:03 2014 Page 1 I D:OD1ShKIVnfObXl T8kEYRMzysVC6-_A9T1 thLKcz 1 d6W?14 N Up9EtO9MdOGxRxFbsXyfOKA 6$9 I 13-1-11 _ 19-6-1-2_ 26-7- X261" 6-8-9 6-5-1 6-5-1 7-0-12 6_'_8 Scale=1:55.8 7.00 12 7 3x4 3.00 Fi2 54 6 m 3x6; 3x4= ov 5 4 2x4� W2 3x4% 3 1101 3x4% 2 N 1 4x611 12 11 t0 SIMP ON 1' 3x4= 46= 3x4= HTMW§- S57#/-279p 9-11-2 19.6-12 26-7-8 1 9-11-2 9-7-10 712 0 $ Plate Offsets(X,Y): f1:0-3-6.0-3-151 f9:0-3-8 0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.27 1-12 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.52 1-12 >615 180 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.07 8 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:152 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 3-5-2 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 5-3-11 oc bracing. 132:2x6 SP No.2 WEBS 1 Row at midpt 7-9,6-9 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 3-4-6 REACTIONS (Ib/size) 1=723/0-5-8 (min.0-1-8),8=710/Mechanical Max Horz 1=371(LC 12) Max Upliftl=-279(LC 12),8=-398(LC 12) Max Grav 1=857(LC 2),8=841(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-2274/866,2-13=-2228/872,3-13=-2194/877,3-4=-1949/647, 4-5=-1871/654,5-6=-998/239 BOT CHORD 1-12=-1182/2139,11-12=-810/1636,10-11=-809/1637,9-10=-426/909 WEBS 3-12=-330/331,5-12=-131/411,5-10=-817/442,6-10=-179/550,6-9=-1117/516 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=14ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Intedor(1)5-0-0 to 26-5-12 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b)1=279,8=398. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 6Ft M• LICENSE••; �m No.4z7o4 Rt .• •.as PDF created with pdfFactory Pro trial version www.pdffacto[y.com Job Truss Truss Typety Ply Rivers de Homes A0055556 17933 1301 Half Hip 1 1 Job Reference o tional Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MTek Industries,Inc.Tue Sep 09 11:32:04 2014 Paagge 1 ID:oDiShKIVnfObX1 T8kEYRMzysVC6-SMjrEDiz5w5tEFUx7-Sbcl OiNmQVJMXB4g b?80_X9 7-6-12 14.9-15 19-9 11 24-9-8 7-6-12 7-3-4 4-11-12 4 11-12 700 12 4x6% 3x4= 2x4 11 Scale=1:61.7 5 6 7 <3x63x633 < DIV 34x6,i4X6 i 2 1 v 1 o - 3x8 11 11 10 9 8 2x4 11 3x6= 6x8=- 796//-249# 3x8= 870#/-384# 7�-12 14-9-15 24-9-8 7$-12 � 734 9-11-9 _- Plate Oftsets (1:0-4J9 0-2-131__ LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deFl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.46 8-9 >647 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.66 8-9 >451 180 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.04 8 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:163 Ib FT=20%. LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 5-1-5 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-1-1 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-8,3-9,6-8 SLIDER Left 2x6 SP No.2 4-4-3 REACTIONS (Ib/size) 8=794/0-5-8 (min.0-1-8),1=697/0-5-8 (min.0-1-8) Max Horz 1=364(LC 12) Max Uplift8=-384(LC 12),1=-249(LC 12) Max Grav8=870(LC 17),1=796(LC 17) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1160/414,2-12=-1068/421,3-12=-1005/438,3-4=-750/298,4-5=-661/318, 5-6=-592/356 BOT CHORD 1-11=-677/1050,10-11=-677/1050,9-10=-677/1050,9-14=-236/363, 14-15=-236/363,8-15=-236/363 WEBS 3-9=-616/382,6-9=-255/487,6-8=-748/502 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=18ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interior(1)5-0-0 to 14-9-15,Exterior(2)14-9-15 to 21-10-13 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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=5.Opsf. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except(jt=1b)8=384,1=249. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ■ ��►;'�LICENSE'•; N0.42704 i +. PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss �Trusse Ply Rivers de Homes A0055557 17933 802 1 1 Job Reference o bona) Panel-Tek of North Florida,Inc.,SL Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc.Tue Sep 0911:32:04 2014 Page 1 ID:oD,ShKIVnfObXl TBkEYRMzysVC6SMjrEDiz5w5tEFUxZSbcl OiMiQTCMVE4gb?8OyfOK9 Q8a 6812 12-9-15 18-7-15 249 06$ 683 634 5-10-0 61� Scale=1:52.2 5x6% 2x4 II 3x4= 4 5 6 7.00 12 2x4 3 1 4x6 i 4x6 2 1 1 3x8 11 10 9 8 7 3x4= 4x6= 3x8= 3x6 I 95-12 18-7-15 24-9-8 17 9812 9-2-4 6-15 17# Plate Offsets(X,Y): f1:0-3-4,0-2-131 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.80 Vert(LL) -0.27 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.37 1-10 >800 180 BCLL 0.0 * Rep Stress Incr NO WB 0.65 Horz(TL) 0.04 7 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:156 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30*Except* TOP CHORD Sheathed or 3-9-12 oc purlins, except end verticals. T2:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-7-13 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at micipt 6-7,4-8,6-8 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-9-6 REACTIONS (Ib/size) 1=1482/0-5-8 (min.0-2-1),7=930/0-5-8 (min.0-1-8) Max Horz 1=318(LC 12) Max Upliftl=-621(LC 12),7=-417(LC 12) Max Gravl=1733(LC 17),7=1012(LC 17) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-11=-2249/1092,2-11=-2086/993,2-12=-1835/901,12-13=-1708/844, 3-13=-1652/828,3-14=-1538/759,4-14=-1393/750,4-15=-630/357, 5-15=-629/357,5-16=-630/357,6-16=-630/357,6-7=-939/581 BOT CHORD 1-10=-1052/1648,10-17=-537/882,9-17=-537/882,9-18=-537/882, 8-18=-537/882 WEBS 3-10=-836/581,4-10=-454/864,4-8=-478/306,5-8=-369/294,6-8=-588/1035 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=16ft;Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interior(1)5-0-0 to 12-9-15,Exterior(2)12-9-15 to 19-10-13 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=S.Opsf. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except(jt=1b)1=621,7=417. 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)266 Ib down and 162 Ib up at 0-6-8 on top 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). .'`LICENSE �. LOAD CASE(S) Standard s N©.142704 Continued on page 2 = T► i • e� •ray PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss loss ypa Ply Riverside Homes A0055557 17933 802 " Hip 1 1 Job Reference(optional) Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MTek Industries,Inc.Tue Sep 0911:32:04 2014 Page 2 I D:ODIShKIVnfObX1 T8kEYRMzysVC6-SMjrEDiz5w5tEFUxZSbc1 OiMiQTCMVE4gb?80_yfOK9 LOAD CASE(S) Standard 1)Regular.Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-11=44,4-14=44,4-6=-44,1-17=-10,17-18=40,18-19=-10,7-19=40 Concentrated Loads(lb) Vert:11=-219(F) Trapezoidal Loads(pif) Vert:11=-154(F=-110)-to-14=-107(F=-63) ry, �►` LI'ENSE' ti N0142704 Rl •• PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Truss Type Qty Pty Riverside�HomesA0055558179803 Half Hip 1 1Job Reffional Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7Fe .410 s b 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc.Tue Sep 09 11:32:05 2014 Page 1 ID:oDiShKIVnfObX1 T8kEYRMzysVC6-wZHDSZibrDDksP37796rZE E W 1 grx5ONEvFkhwQyfOK8 4b$ 56 12 10 9-15 7-7-15 0 50� 53 4 6 10-0 24 9$ Scale=1:46.6 5x6= 2x4 11 3x4= 4 5 6 7.00 F12 2x4 3 W2 W2 4 C6 x6 m 4x6% 2 1 L 132 1 3x8 11 10 9 8 7 3x4= 3x6= 5x8= 3x6 11 8-11-12 17-7-15 24-95 171 635# 8-11-12 8-8-4 7-18 9-7"3# Plate Offsets(X,Y): [1:U-3-4.0-2-131 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.89 Vert(LL) -0.17 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.31 1-10 >968 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.40 Horz(TL) 0.04 7 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:148 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 3-0-3 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-7,4-8,6-8 SLIDER Left 2x6 SP No.2 3-2-6 REACTIONS (Ib/size) 1=1475/0-5-8 (min.0-2-0),7=906/0-5-8 (min.0-1-8) Max Horz1=271(LC 12) Max Upliftl=-635(LC 12),7=-403(LC 12) Max Grav 1=1719(LC 17),7=974(LC 17) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-11=-2305/1192,2-11=-2049/1047,2-12=-1916/1011,12-13=-1854/981, 3-13=-1729/935,3-14=-1562/808,4-14=-1398/766,4-15=-787/462, 15-16=-787/462,5-16=-787/462,5-17=-787/462,6-17=-787/462,6-7=-882/570 BOT CHORD 1-10=-1104/1707,10-18=-631/1040,18-19=-631/1040,9-19=-631/1040, 8-9=-631/1040 WEBS 3-10=-784/544,4-10=-349/696,4-8=-410/246,5-8=-430/332,6-8=-636/1078 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=14ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interior(1)5-0-0 to 10-9-15,Extedor(2)10-9-15 to 17-7-15 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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=5.Opsf. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b)1=635,7=403. 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)266 Ib down and 162 Ib up at 0-6-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. D 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ''` ,.����•+/`j,-,14�yf LOAD CASE(S) Standard ` .• LIGEN 5E�'• 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 a No.42704 Continued on page 2 r a' R>1 �► PDF created with pdfFactory Pro trial version www.pdffacto[y.com Job Truss Truss Type ply Riverside Homes A0055556 17933 B03 Half Hip 1 1 Job Reference(optional) Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc.Tue Sep 0911:32:05 2014 Page 2 ID:oDiShKIVnf0bX1 TBkEYRMzysVC6-wZH DSZibrDDksP37796rZEE W 1 grx50NEvFkhwQyfOK8 LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-11=-44,4-14=44,4-6=-44,1-18=-10,18-19=40,19-20=-10,7-20=40 Concentrated Loads(lb) Vert:11=-219(F) Trapezoidal Loads(plf) Vert:11=-154(F=-110)-to-14=-107(F=-63) t-`LICE NSE' •; s Na.42704 PDF created with pdfFactory Pro trial version www.pdffactory.com • Job Tniss Truss TypePly Riverside Hanes A0055559 17933 B04 Roof Special 1 1 Job Reference(optional) Panel-Tek of Nath Florida,Inc.,SL Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MTek Industries,Inc.Tue Sep 09 11:32:06 2014 Page 1 ID:oDiShKIVnfObX1 T8kEYRMzysVC6-UrbfvjDcXLbUZeKhtd46RngED BSgKQN7vU FTsyfOK7 08B 6-7-14 13.0-5 17-2-10 24-9-8 _ 06 g 6_; 1� 6-0 6 4-2-6 7-6-14 Scale=1:54.1 44 11 4 7.00 FIT 4x6 11 3x6= 5 6 2x4\\ 3 4x6 i d 4x6 i 2 ZX4 A t BI 101 R2 v 1 10 9 8 7 3x8 11 3x4= 3x6= 5X8= 3x6 II 17044 647# 8-9-15 17-2-10 24.9-8 9G31fb{�1# 8-9-15 8-4-12 7814 Plate Offsets MY). f1:0-3-4,0-2-131 _ LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.92 Vert(LL) -0.23 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 125 BC 0.86 Vert(TL) -0.31 8-10 >959 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.99 Horz(TL) 0.04 7 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:149 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2*Except* TOP CHORD Sheathed or 3-1-0 oc purlins, except end verticals. T1:2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-11-3 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-10-1 REACTIONS (Ib/size) 1=1478/0-5-8 (min.0-2-0),7=903/0-5-8 (min.0-1-8) Max Horz 1=224(LC 12) Max Upliftl=-647(LC 12),7=-391(LC 12) Max Grav 1=1704(LC 17),7=963(LC 17) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-11=-2192/1100,2-11=-2028/1002,2-12=-1776/908,3-12=-1651/834, 3-13=-1575/844,4-13=-1484/839,4-5=-1168/677,5-14=-957/509, 6-14=-957/509,6-7=-884/543 BOT CHORD 1-10=-950/1623,10-15=-452/840,9-15=-452/840,9-16=-452/840, 8-16=-452/840 WEBS 3-10=-824/563,4-10=-510/945,4-8=-167/387,5-8=-876/568,6-8=-622/1180 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=12ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interior(1)5-0-0 to 13-0-5,Exterior(2)13-0-5 to 17-2-10 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.Opsf. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b)1=647,7=391. 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)266 Ib down andM++■ 162 Ib up at 0-6-8 on top 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). ICENSE"•; sa LOAD CASE(S) Standard _ 4i V.NoA el7A Continued on page 2 1 ;„ �\ i • tie R� ee►e +ra+ PDF created with pdfFactory Pro trial version www.pdffactory.com Job TNSS TNS$Type Qty7Py Riverside Homes ��AOO�W559 17933 B04 Roof Special 1 Job Reference(optional) Panel-Tek of North Florida,Inc.,SL Augustine,FL -- Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MTek Industries,Inc.Tue Sep 0911:32:06 2014 Page 2 ID:oDiShKIVnfObX1 TBkEYRMzysVC6-Olrbfvj DcXLbUZeKhtd46Rng EDBSgKQN7vU FTsyfOK7 LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-11=-44,4-13=-44,4-5=-44,5-6=-44,1-15=-10,15-16=-40,16-17=-10,7-17=40 Concentrated Loads(Ib) Vert:11=-219(F) Trapezoidal Loads(plf) Vert:11=-154(F=-110)-to-13=-107(F=-63) �M M� 'LICENSE No.427Q4 PDF created with pdfFactory Pro trial version www.pdffactory.com Job hiss toss ype Ply Riverside Homes 17933 805 Common 5 1 A0055560 Job Reference o tional Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc.Tue Sep 09 11:32:06 2014 Page 1 ID:oD'ShKNnfObX1 T8kEYRMzysVC6-Olrbfvj DcXLbUZeKhtd46Rnj YDCygM4N7vU FTsyfOK7 641-5 13-05 19-8-5 _ 24-9 8 0 6 8 5 9 13 6$0 6-8-0 5-1-3 4x6 11 Scale=1:54.4 4 7.00 F12 2x4\\ 46 3 5 1 46 i 46% 2 2x4 11 6 1 1 l 3x8 11 191 10 9 8 7 3x4— 3x6— 3x4— 6x8= 1676#x571# 9 2-15 16-9-10 24-9-8 913 :P67# 9 Plate Offsets MY): [1:0-3-4.0-2-131 2-15 7.6-10 7-11-14 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) -0.20 1-10 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.38 1-10 >786 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.88 Horz(TL) 0.05 7 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:139 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP M 30*Except* TOP CHORD Sheathed or 4-2-2 oc purlins, except end verticals. T2:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-4-1 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-7-15 REACTIONS (Ib/size) 1=1462/0-5-8 (min.0-2-0),7=824/0-5-8 (min.0-1-8) Max Horz 1=-215(LC 10) Max Upliftl=-671(LC 12),7=-367(LC 12) Max Grav 1=1676(LC 2),7=913(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-11=-2186/1200,2-11=-2025/1113,2-3=-1832/1034,3-12=-1565/900, 4-12=-1471/892,4-5=-1207/735 BOT CHORD 1-10=-844/1645,10-13=-311/842,9-13=-311/842,9-14=-311/842, 8-14=-311/842,7-8=-512/942 WEBS 3-10=-817/573,4-10=-459/844,4-8=-151/288,5-7=-1144/639 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=2ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Corner(3)0-0-0 to 5-0-0,Exterior(2)5-0-0 to 13-0-5,Comer(3)13-0-5 to 18-0-5 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for 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=5.Opsf. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b)1=671,7=367. 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)266 Ib down and ■ 145 Ib up at 0-6-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. M �+ 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 .+' LICENSE�'"'•++++jjjj`�rrr��a 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 No.427D4 Continued on page 2 • i • • ...+ PDF created with pdfFactory Pro trial version www.pdffacto[y.com Job Truss Truss Type Ply Riverside Homes A0055560 17933 B05 Common 5 1 Job Reference(optional) Panel-Tek of North Florida,Inc.,SL Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MITek Industries,Inc.Tue Sep 0911:32:06 2014 Paagps 2 ID:oDiShKIVnfObXlTBkEYRMzysVC6-OlrbfvjDcXLbUZeKhtd46Rnj CygM4N7vUFTSX7 LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-11=-44,4-12=44,4-6=-44,1-13=-10,13-14=-40,7-14=-10 Concentrated Loads(lb) Vert:11=-219(F) Trapezoidal Loads(plf) Vert:11=-154(F=-110)-to-12=-107(F=-63) ICENSE'•; No. 2704 s_ Rt •• PDF created with pdfFactory Pro trial version www.pdffactory.com Job toss ruse ype �2Job s A0055561 17933 806 GABLE 1 e(optional) Pane�Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 Welk Industries,Inc.Tue Sep 0911:32:09 2014 Par e 1 ID:oDiShKIVnfObX1T8kEYRMzysVC6oKXkHxl6vSjAL1NuM?Bnk4PF9RIK1sfpgbv3By K4 350 8-0-0 13-05 17-8-9 22-6-9 24-9-8 058 2-115 4-10-0 4$4 4-8-4 4-10-0 2-2-14 Scale=1:49.6 44% 7.00 F12 34= 3x8= 2 4= 3x 74x6 Zz! 1411 3x6 4 8 1 IV 2 IVI =C4 EEI R1 l 3x8 II 16 15 14 13 12 11 10 g 4x6= 3x4= 3x4= 3x6— 3x4= 3x8= 2234#/-943# 1497#/-651# 3 6 0 8-0-0 13-0 5 V-8-9 2259 24-9-8 350 410 0 4&4 48-4 4-10-0 2-2-14 Plate Offsets MY): f1:0-3-0,0-2-11 fl7:0-2-0 0-3-81 [18:0-2-0 Edgel [21.0-2-0 0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.69 Vert(LL) 0.15 13-14 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.26 13-14 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.31 Horz(TL) 0.08 9 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:355 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-6-11 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s):3,5,6 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-4-0 REACTIONS (Ib/size) 1=1876/0-5-8 (min.0-1-8),9=1263/0-5-8 (min.0-1-8) Max Horz 1=64(LC 7) Max Upliftl=-943(LC 8),9=-651(LC 8) Max Grav 1=2234(LC 13),9=1497(LC 2) FORCES (lb)-Max.Camp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-34=-3364/1412,2-34=-3104/1328,2-35=-2608/1163,3-35=-2606/1163, 3-4=-4115/1823,4-36=-4115/1823,5-36=-4115/1823,5-37=-3299/1480, 6-37=-3299/1480,6-7=-1303/611,7-8=-1501/656,8-9=-1487/652 BOT CHORD 1-16=-1084/2554,15-16=-1084/2554,14-15=-1783/4115,13-14=-1819/4173, 12-13=-1819/4173,11-12=-1819/4173,10-11=-1439/3299 WEBS 2-15=-404/989,3-15=-1757/790,5-11=-996/431,6-11=-161/519, 6-10=-2270/1012,7-10=-153/436,8-10=-606/1441 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. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S) section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=4ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 5) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see `. Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. Me 6)Provide adequate drainage to prevent water ponding. ���..•.•.��,• 7)All plates are 2x4 MT20 unless otherwise indicated. ,`r+ 8)Gable studs spaced at 2-0-0 oc. u�:�'L.ICENSE '•Fi�C- ss 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 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. N0.4z704 C1hANLk5,zpdn%%gee3assumed to be SP No.2 crushing capacity of 565 psi. *; • r R PDF created with pdfFactory Pro trial version www.pdffactory.com a � Job Truss Truss Typeply Riverside Homes A0055561 17933 B06 GABLE 1 Z Job Reference(optional) Pane-Tek of North Florida,Inc.,SL Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MTek Industries,Inc.Tue Sep 0911:32:09 2014 Pe 2 ID:oDiShKNnfObX1 TBkEYRMzysVC6-oKXkHxl6vSjAL 1 NuM?Bnk4PF9RIK1 sfpgtiv3ByagK4 NOTES 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=lb)1=943,9=651. 13)Girder carries hip end with 0-0-0 right side setback,3-6-0 left side setback,and 3-6-0 end setback. 14)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 15)Design assumes 42(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. 16)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)265 Ib down and 109 Ib up at 0-6-8 on top chord,and 111 Ib down and 48 Ib up at 3-6-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 17)Studding applied to ply:1(Front) LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-34=44,7-35=-87(F=43),7-8=-55(F=-11),1-15=-10,9-15=-13(F=-3) Concentrated Loads(lb) Vert:15=-63(F)34=-219(F) Trapezoidal Loads(plf) Vert:34=-154(F=-110)-to-2=-135(F=-91),2=-178(F=-134)-to-35=-150(F=-106) Mr �..'+LICENSE'••� m = N0.42704 z Rt •40 PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Truss Type Qry Pty Riverside Hanes A0055562 17933 CO1 Hag Hip 1 i Job Reference fo clonal Panel-Tek of Nath Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MITek Industries,Inc.Tue Sep 09 11:32:10 2014 Page 1 ID:oDiShKIVnfObX1 T8kEYRMzysVCB-H W 56VGm kgmr1 yBySvA iOGHyQI rd ImAGz2 W SSceyfOK3 7-11-9 15-7-9 21-6-8 7-11-9 7-8-1 510-15 7.00 12 4x12% 3x4= Scale=1:68.5 4 5 3x6% W 3 3x4 2 3 W 8 5x6 11 4x6 i tt 1 9 7 4x6% 3x6 Jgl 7.00 12 3# 6 102x4 II 3x6 680#/-162# 0-2-0 5 7-2 10-10-12 15 7-9 21 6 8 0 7-0 5�2 5 3 10 I 4 813 5,M 10-15 Plate Offsets(X,Y): f1:Edge.0-1-121 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) 0.29 8 >875 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.41 8-9 >622 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(TL) 0.52 6 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:144 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30'Except' TOP CHORD Sheathed or 3-6-15 oc purlins, except end verticals. T3:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-2-8 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at micipt 5-6,4-8 WEBS 2x4 SP No.3 REACTIONS (Ib/size) 10=574/0-3-8 (min.0-1-8),6=574/Mechanical Max Horz 10=363(LC 12) Max Uplift10=-162(LC 12),6=-383(LC 12) Max Grav 10=680(LC 2),6=680(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-10=-803/500,1-11=-1897/1087,2-11=-1847/1106,2-12=-2522/1571, 3-12=-2518/1574,3-4=-2492/1604,4-13=-444/308,5-13=-444/308, 5-6=-662/525 BOT CHORD 9-10=-545/552,8-9=-1943/2867,7-8=-377/536 WEBS 1-9=-830/1480,2-9=-962/689,4-8=-1624/2497,4-7=-792/630,5-7=-513/742 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=24ft;Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 5-1-12,Interior(1) 5-1-12 to 15-7-9,Exterior(2)15-7-9 to 21-4-12 zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Bearing atjoint(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb)10=162,6=383. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ■■ LOADCASE(S) Standard ���...r►..s�� LICENSE�•;��m No.427Q4 PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Truss Type ty Ply �Rivemideomes17933 CO2 Half Hip 1 1 / H 11 Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MITek Industries,Inc.Tue Sep 09 11:32:10 2014 P e 1 ID:oDiShKNnfObX1 T8kEYRMzysVC6-H W56VGmkgmrl yBy5wj iOGHyTmrd7mAwz2 W SSceyf�K3 5-7-0 10-10-8 16-2-0 21 6 8 5 7-0 53-8 5-3-8 5-4-8 7.00 12 46% 3x4 Scale=1:70.4 5 6 5x8-5- 3x6 3x6-3 4 3x6 W1 2 9 6x8= 3x6 '1` 10 8 10 3x6% 4x12 7.00 12 6 90# SIMPSON 112x4 11 LUYX%4 680#/-156# I 5-7-0 10-10-12 16-2-0 21-M 5 7-0 5-3-12 53-4 5 4 8 LOADING(psf) SPACING 2-0-0 7BC0.56 DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 Vert(LL) 0.38 9 >676 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 Vert(TL) -0.53 9-10 >483 180 BCLL 0.0 Rep Stress Incr YES Horz(TL) 0.69 7 n/a n/a BCDL 5.0 Code FBC2010/TP12007 Weight:149 Ib FT=20% LUMBER — BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 3-4-3 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-3-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-7,4-8,5-8 REACTIONS (Ib/size) 11=574/0-5-8 (min.0-1-8),7=574/Mechanical Max Horz 11=375(LC 12) Max Upliftl 1=-156(LC 12),7=-390(LC 12) Max Grav 11=680(LC 2),7=680(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-11=-787/480,1-12=-2045/1173,2-12=-2007/1175,2-13=-2609/1617, 3-13=-2584/1620,3-4=-2576/1627,4-5=-462/233,5-6=-387/266,6-7=-684/533 BOT CHORD 10-11=-527/523,9-10=-1592/2416,8-9=-1907/2850 WEBS 1-10=-940/1678,2-10=-524/364,2-9=-259/416,4-9=-1775/2757, 4-8=-2833/1879,6-8=-502/730 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=22ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 5-1-12,Interior(1) 5-1-12 to 16-2-0,Exterior(2)16-2-0 to 21-4-12 zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Bearing atjoint(s)11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except Qt=1b)11=156,7=390. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard M. ICENSE%•; r No.427D4 VR PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss jH.6tf1Iy' e ply Riverside Hanes A0055564 17933 CO3 1 1 JabReference(optional) Panel-Tek of Nath Florida,Inc.,St.Augustine,FL tern:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc.Tue Sep 0911:32:11 2014 P e 1 ID:oDiShKIVnfObX1T8kEYRMzysVC6-IjeUicnMR3zuaKXHTQDFpVUaxEy9Vc16HABO84y K2 1 5-7-2 10-10-12 14-2-0_ _-21$8 5 7-2 5310 3-3-4 7-4-8 7.00 12 4x6% 3x4= Scale:3716"=1' 5 6 5x8 3x6 3 4 W1 3x6 ivz 2 9 1 6x8= 34% 8 1 4x10 8 10 7.00 12 6804t.1366# SIMP§ON 112x411 LUS 6 680#/-179# 5-7-2 10-10-12 14-2-0 1 21-" _ 5 7-2 5310 334 7-0.8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/def! Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) 0.31 9-10 >822 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.43 9-10 >593 180 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.54 7 n/a n/a BCDL 5.0 Code FBC2010ITP12007 (Ni Weight:140 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 3-4-11 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-4-12 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-7,4-8 REACTIONS (Ib/size) 11=574/0-5-8 (min.0-1-8),7=574/Mechanical Max Horz 11=329(LC 12) Max Upliftl 1=-1 79(LC 12),7=-366(LC 12) Max Grav 11=680(LC 2),7=680(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-11=-767/483,1-12=-1996/1204,2-12=-1957/1206,2-13=-2457/1593, 3-13=-2436/1603,3-4=-2424/1613,4-5=-694/450,5-14=-624/438, 6-14=-624/438,6-7=-653/512 BOT CHORD 10-11=-468/465,9-10=-1570/2311,8-9=-1798/2589 WEBS 1-10=-971/1638,2-10=-509/376,2-9=-205/372,4-9=-1708/2534, 4-8=-2465/1691,6-8=-561/802 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=20ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 5-1-12,Interior(1) 5-1-12 to 14-2-0,Exterior(2)14-2-0 to 21-4-12 zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Bearing atjoint(s)11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except Qt=1b)11=179,7=366. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �. ICENSE � No.4Z744 R1 PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Truss Type Qty PlyTJb de Homes A0055565 17933 C04 Half Hip 1 eference(optional) Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc.Tue Sep 09 11:32:12 2014 Page 1 ID:oDiShKIVnfObX1 T8kEYRMzysVC6-DvCswyo_CN51CU6T18kUMi1 iseKGE6DG W gxZg W yfOK1 5-7-2 12-2-0 16$$ 10-0 21-6-8 5-7-2 6-6-14 4 6 8 4 5x6\\ 3x4= 3x4= Scale=1:56.1 3 4 5 7.00 12 2 3x6 2 3 8 Wil5 7x10= 3x6�i 1 9 b 3x6 7 34 7.00 12 SIMPS9N 310 LUS24x6 II 680#/-200# 5 7-2 10-10-12 16 -8 21 6 8 5 7-2 5 310 5 912 410-0 Plate Offsets MY): (3:0-2-11.Edge1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) 0.24 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.32 8-9 >804 180 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.39 6 n/a n/a BCDL 5.0 Code FBC2010frP12007 (Matrix) Weight:139 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-8-3 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-6 REACTIONS (Ib/size) 10=574/0-5-8 (min.0-1-8),6=574/Mechanical Max Horz 10=282(LC 12) Max Uplift10=-200(LC 12),6=-345(LC 12) Max Grav 10=680(LC 2),6=680(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-10=-735/483,1-11=-1939/1244,2-11=-1900/1246,2-3=-2218/1523, 3-12=-1554/1129,12-13=-1554/1129,4-13=-1554/1129,4-14=-432/298, 5-14=-432/298,5-6=-663/477 BOT CHORD 9-10=-406/400,8-9=-1562/2209,7-8=-354/510 WEBS 1-9=-1019/1601,2-9=-505/396,2-8=-100/299,3-8=-612/957,4-8=-916/1278, 4-7=-745/593,5-7=-485/704 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=18ft;Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 5-1-12,Interior(1) 5-1-12 to 12-2-0,Exterior(2)12-2-0 to 19-2-14 zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Bearing atjoint(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb)10=200,6=345. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ■ LOAD CASE(S) Standard ...■�������,`+ rLICENSE%* t 400_� V. *_ No. Rt PDF created with pdfFactory Pro trial version www.pdffactory.com Job I rues Truss Type Pty Riverside Homes 17933 C05 Roof Special 8 1 A0055566 Job Reference o tional Pane�Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MTek Industries,Inc.Tue Sep 09 11:32:13 2014 Page 1 ID:oDiShKNnfObX1 T8kEYRMzysVC6-h5mF71pczhDcpeggbrFjuwazM2gZzZuPkU g6DyyfOKO 5 7-z 10-10-12 16-0-14 21-6-8 5__2 5310 5-2-2 5-5-10 4x6= Scale=1:54.6 3 7.00 12 3x6 i 3x6 2 8 4 5x8= 3X6 i 3x6�\ 1 9 7 5 �b 3x6 i 3x6 7,00 12 N 734 SIMPSPN 102x411 LLIS2A411 680k/-272#1 �7-z 10-10-12 1 16-0-14 1 211 5-7-2 5310 5.2-2 5-5-10 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) 0.22 8 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.39 8 >654 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(TL) 0.50 6 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:119 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 3-4-11 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-3-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS (Ib/size) 10=574/0-5-8 (min.0-1-8),6=574/Mechanical Max Horz 10=-180(LC 10) Max Uplift10=-272(LC 12),6=-273(LC 12) Max Grav 10=680(LC 2),6=680(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-10=-699/411,1-2=-1804/951,2-3=-2275/966,3-4=-2273/967,4-5=-1773/928, 5-6=-696/407 BOT CHORD 9-10=-212/255,8-9=-875/1879,7-8=-846/1716 WEBS 1-9=-724/1492,2-9=-464/295,2-8=0/458,3-8=-772/1960,4-8=-201/635, 4-7=-468/294,5-7=-706/1464 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=2ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Corner(3)0-1-12 to 5-1-12,Exterior(2)5-1-12 to 10-10-12,Comer(3)10-10-12 to 16-0-14 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Bearing atjoint(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should ve6fy capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b)10=272,6=273. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ■ ♦�►If =+LICENSE i No. 2704 's is PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Truss ype Qty Ply Riverside Homes A0055587 17933 C06 GABLE 1 1 Job Reference o bona) Panel-Tek of North Florida,Inc.,St.Augustine,FL Run:7.410 s Fab 14 2013 Print 7.410 s Feb 14 2013 MTek Industries,Inc.Tue Sep 0911:32:13 2014 Page 1 ID:oDiShKNofObXIT8kEYRMrysVC6-h5mF71pczhDcpeggbrFjuwa3c2ndzk1 PkUg6DyyfOKO 10-10-12 21-9-8 10-10-12 10-10-12 Scale=1:47.3 4x6= 8 7 9 6 22 10 1 I 11 = 7.00 12 3x6 i 5 23 5x8 2 3x6 4x12 11 4 12 4x12 11 34i 3 24 13 3x6 1 2 1 1 14 rb 25 15 3x8 3x6 26 7.00 12 1 d 27 17 16 28 2-1012 4-10-12 6-10-12 8-10-12 10-10-12 12-10-12 1 14-10-12 16-10-1z 18-1012 2198 2-10-12 2-0-0 2-0-0 2-0-0 2-0-0 2-0-0 2-0-0 2-0-0 2-0-0 210-12 1`2: Plate Offsets MY):Y): 0-6-12.0-2-01,1`14:0-6-12,0-2-01 1' SS# 1 -137# 1 $1# 203#/-58# 147#/-8-0—# 140#/$1# 16 -137# 63#/-38# 8 -01# LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.08 Vert(LL) -0.00 17 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.00 17 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(TL) -0.00 19 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:1131b FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS All bearings 0-3-8 except at--length)28=0-5-8,28=0-5-8,16=0-5-8. (lb)- Max Horz 28=-172(LC 6) Max Uplift All uplift 100 Ib or less at joint(s)28,16,22,23,24,26,21,20,18 except 25=-137(LC 8),19=-137(LC 8) Max Grav All reactions 250 Ib or less atjoint(s)28,28,16,22,23,24,25,26,21,20,19,18 FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vul—130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.0psf;h=27ft;B=95ft;L=50ft; eave=oft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 6)Gable studs spaced at 2-"oc. 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 10)Bearing atjoint(s)28,16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)28, 16,22,23,24,26,21,20,18 except(jt=1b)25=137,19=137. 12)Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s)22,23,24,25,26,21,20,19, 18. 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ��L M• LOAD CASE(S) Standard M' LOAD �LICENSEO• No'42704 R'I .••' PDF created with pdfFactory Pro trial version www.pdffactory.com o toss Truss Type Ply Riverside Homes 17933 CJ01A Jack-Open 6 1 A0055568 Job Reference o 6onal Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc.Tue Sep 09 11:32:14 2014 Page 1 ID:oDiSh KIVnfObX1 T8kEYRMzysVC6-9H KdKepEk_LTRoFs9YmyR76FhS7xiAoYz8QglPyfOK? 1-511 1-511 Scale=1:11.3 7.00 12 3 39#/ 1 T1 B1 1 2 4 0 5 3X8 11 1-511 ' 15.11 Plate Offsets MY): f5:0-4-3.0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.06 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:5 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 1-5-11 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS (Ib/size) 5=34/0-3-0 (min.0-1-8),4=8/Mechanical,2=28/Mechanical Max Horz5=48(LC 12) Max Uplift5=-13(LC 8),4=-24(LC 12),2=-40(LC 12) Max Grav5=40(LC 2),4=19(LC 3),2=39(LC 17) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=lft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Corner(3)zone;end vertical left exposed; porch left exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5,4, 2. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �n M. `LICENSE.•.i'��` Na.4Z7Q4 PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Truss Type Ply Riverside Homes A0055589 17933 W016 Jack-Open 4 1 Job Reference(optional) Panel-Tek of North Florida,Inc.,SL Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc.Tue Sep 0911:32:15 2014 Page 1 ID:oDIShKNnfObX1 T8kEYRMzysVC6-dU u?Y_gsVITK3yg2iGH BzLfOXsTXRd2iCo9DHryfOK_ 1-1$ Scale=1:10.2 7.00 12 3 32#/- T1 B1 1 5 3x8 11 1-1-8 Plate Offsets(X.Y): f5:0-4-3,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.06 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:4 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 1-1-8 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS (Ib/size) 5=24/0-5-8 (min.0-1-8),4=6/Mechanical,2=21/Mechanical Max Horz5=40(LC 12) Max Uplift4=-7(LC 12),2=-33(LC 12) Max Grav5=29(LC 2),4=14(LC 3),2=32(LC 17) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=lft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Corner(3)zone;end vertical left exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard M. =rLIGENSE�• ' �Po : N0.42704 1060 PDF created with pdfFactory Pro trial version www.pdffactory.com ;Job :��Truss jTrupe Ply Rivers de Homes A0055570 1C 6 1 Job Reference(optional) Panei-Tek of North Florida,Inc.,SL Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc.Tue Sep 09 11:32:15 2014 Page 1 ID:oDiShKIVnfObXt T8kEYRMzysVC6-dUu?Y_gsVITK3yg2iG H BZLfOdsTa Rd2iCo9DHryfOK 1-0-0 1-0-0 - 7.00 12 3 Scale=1:9.8 T1 25if/0# B1 1 4 0 5 3x8 11 1-0-0 Plate Offsets(X,Y): (5:0-4-3,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.05 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:4 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 1-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS (Ib/size) 5=21/0-5-8 (min.0-1-8),4=5/Mechanical,2=18/Mechanical Max Horz5=37(LC 12) Max Uplift4=-8(LC 12),2=-31(LC 12) Max Grav5=25(LC 2),4=12(LC 3),2=29(LC 17) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=lft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Corner(3)zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 4 LICENSE %• No.427Q4 s . R. .•• PDF created with pdfFactory Pro trial version www.pdffactoU.com Job Truss Truss Type Qty Ply Riverside Homes A0055571 17933 J01D Jack-Open 2 1 Job Reference(optional) Panel-Tek of North Florida,Inc.,St.Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc.Tue Sep 09 11:32:16 2014 Page 1 ID:oDiShKIVnfObX1 T8kEYRMzysVC6-5gSNIKrVGcbAg6PFGzpQ W YCbOFoVA4H rRSvnoHyfOJz 15.11 15-11 3.00 12 Scale=1:8.1 3 1 T1 31.- W1 B1 qq 9 �71'11 26# o 5 3x6 11 I 15-11 1511 Plate Offsets(X,Y): f5:0-34,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.05 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.05 Vert(TL) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:5 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 1-5-11 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x6 SP No.2 REACTIONS (Ib/size) 5=31/0-3-0 (min.0-1-8),4=8/Mechanical,2=26/Mechanical Max Horz5=13(LC 12) Max Uplift5=-26(LC 12),4=-16(LC 12),2=-26(LC 12) Max Grav5=37(LC 2),4=17(LC 3),2=31(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=lft;Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Corner(3)zone;porch left exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5,4, 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �...* LICENSE�•;� N0.42704 :� '* PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Truss Type City PlyRiverside Homes A0055572 17933 CJ03B Jack-Open 2 1 Job Reference o clonal Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Fab 14 2013 Print 7.410 s Feb 14 2013 Mi rek Industries.Inc.Tue Sep 0911:32:16 2014 Page 1 ID:oDiShKNnfObX1 TBkEYRMzysVC6-SgSNIKrVGcbAg6PFGzpQ WYCXDFkPA4HrRSvnoHyfOJz 3-511 3-511 Scale=1:10.7 3.00 12 77 1 T1 1 N W1 B1 1 3x6 11 4 3-5-11 3-511 Plate Offsets MY): 14:0-3-4,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) 0.04 3-4 >954 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.31 Vert(TL) 0.04 3-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.02 2 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:11 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 3-5-11 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x6 SP No.2 REACTIONS (Ib/size) 4=86/0-3-0 (min.0-1-8),2=63/Mechanical,3=23/Mechanical Max Horz4=45(LC 12) Max Up1ift4=-78(LC 12),2=-54(LC 12),3=-41(LC 12) Max Grav4=102(LC 2),2=77(LC 2),3=45(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=3ft;Cat.II;Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Corner(3)zone;end vertical left exposed; porch left exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,2, 3. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ��►.= LICENSE-•1. No.42704 l R� +• PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Truss Qty ly Riverside Homes A0055573 17933 CJ03C Jack-Open 6 1 Job Reference(optional) Pane~I ek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Indusbies,Inc.Tue Sep 0911:32:17 2014 Page 1 ID:oDiShKIVnfObX1 T8kEYRMzysVC6-Zs01zgs71 vi 1 I F_RghKf3mklQf7ZvXX?f6eKLkyfOJy 3-0-0 3-0-0 Scale:3/4"=1' 7.00 12 77 # a � T1 1 W B1 4 _g 4 3x8 11 3.0-0 3-0.0 Plate Offsets MY): f4:0-4-3.0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) 0.01 3-4 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.12 Vert(TL) -0.01 3-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:10 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 3-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS (Ib/size) 4=75/0-5-8 (min.0-1-8),2=56/Mechanical,3=19/Mechanical Max Horz4=82(LC 12) Max Uplift4=-3(LC 12),2=-62(LC 12),3=-6(LC 12) Max Grav4=89(LC 2),2=77(LC 17),3=40(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=3ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Corner(3)zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,2, 3. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard [I M. ICENSE••; � • `t z N0.42744 •M4• PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Truss Type Oty Py Riverside Homes A0055574 17933 CJ05A Jack-Open 2 1 Job Reference(optional) Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc.Tue Sep 09 11:32:17 2014 Page 1 ID:oDiShKNnfObX1 T8kEYRMzysVC6-Zs0lzgs71 vj 1 IF_RghKf3mkhzf5wvXX?f6eKLkyfOJy 5-511 5-511 Scale=1:13.9 3.00 12 12 # T1 1r-130# W1 ' B1 4 11 -9 0 3x6 114 5511 5511 Plate Offsets MY): f4:0-3-4,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) 0.08 3-4 >814 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.07 3-4 >922 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.02 2 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:17 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 5-5-11 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x6 SP No.2 REACTIONS (Ib/size) 4=140/0-3-0 (min.0-1-8),2=103/Mechanical,3=37/Mechanical Max Horz4=65(LC 8) Max Uplift4=-130(LC 8),2=-87(LC 8),3=-65(LC 8) Max Grav4=166(LC 2),2=126(LC 2),3=73(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;8=95ft;L=50ft; eave=5ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);end vertical left exposed;porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,3 except Qt=lb)4=130. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard LICENSE"% s No. 2704 R1 ,.•• 9"41 PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss cuss Type Qty Ply Riv�rsideHomes A005557517933 CJ05C Jack-Open 6 1Job Panel-Tek ex of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc.Tue Sep 09 11:32:18 2014 Page 1 ID:oDiShKIVnfObX1 T8kEYRMzysVC6-23Z8AOsloDruwPZd OOrubzHpJ3Q 1 e_n8umottAyfOJx 5-0-0 5-M Scale=1:23.5 1# 153#/-16# 7,00 12 T1 1 1 B1 6946# o 0 4 3x8 I I 5-M � Plate Offsets(X,Y): f4:0-4-3.0-1-81 5-0-0 -- — -- LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) 0.05 3-4 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.30 Vert(TL) -0.07 3-4 >851 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.04 2 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:17 Ib FT=20% LUMBER BRACING --- TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 5-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS (Ib/size) 4=129/0-5-8 (min.0-1-8),2=96/Mechanical,3=34/Mechanical Max Horz4=129(LC 12) Max Uplift4=-16(LC 12),2=-101(LC 12),3=-6(LC 12) Max Grav4=153(LC 2),2=129(LC 17),3=69(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=5ft;Cat.II;Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Corner(3)zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,3 except Qt=1b)2=101. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard M'. ICENSE s:�►� y i No.42704 PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss ]Tnissype Qty Ply R verside HomesA0055576 17933 D01 2 1 Job Reference (optional) Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 Walk Industries,Inc.Tue Sep 09 11:32:18 2014 Page 1 ID:oDiShKIVnfObX1 T8kEYRMzysVC6-23Z8AOsloDruwPZdOOrubzHrz3NNeuQ8um OttAyfOJx 510-13 115-2 17-1-7 20-5-8 510-13 57-5 575 3-4-0 5x8=- Scale=1:76.3 7.00 12 5 2x4 11 3x4 6 3x6 4 3 4x6-5- 2 2 2x4 11 5 1 11 10 9 8 7 45✓31N0# 3x4= 3x6= 3x4= 1057Jx4254# 7-9.6 153-4 1 20 58 7-9 6 75-14 0--12 50-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.11 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.14 8-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.41 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:161 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-8,5-8,6-7 REACTIONS (Ib/size) 8=920/0-3-8 (min.0-1-8),11=376/0-5-8 (min.0-1-8) Max Horz 11=305(LC 9) Max Uplift8=-254(LC 9) Max Grav8=1052(LC 17),11=458(LC 23) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-387/95 BOT CHORD 10-11=-304/478 WEBS 2-10=-353/289,4-10=-238/449,4-8=-623/401,5-8=-379/252,2-11=-381/0 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=36ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 5-1-12,Interior(1) 5-1-12 to 17-1-7,Exterior(2)17-1-7 to 20-3-12 zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for 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=5.Opsf. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except(jt=1b)8=254. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ,i'. •ue j yy� `LICENSE No.42704 i ' R1 ,. PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Truss Type Qty Pty Riverside Homes A0055577 17933 D02 Monopitch 3 1 Job Reference(optional) Panei-Tek of North Florida,Inc.,St Augustine,Fl- Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc.Tue Sep 09 11:32:19 2014 Page 1 ID:oDiShKIVnfObXt T8kEYRMzysVC6-W F7W OLtNYX-IXZ8px6M78Bpu4Ti W NNBI7Q7RPcytOJw 7.8-8 15-5-0 7-" 788 7.0012 Scale=1:61.6 4 2x4 3x6 3 3x6,5- 2 W2 5x6 i 1 7 6 5 2x4 I I 6x8= 486#/-6# 3x8— 587#/-21911 15-5-0 7-8-8 7-8-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.92 Vert(LL) -0.08 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.14 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2010ITP12007 (Matrix) Weight:101 Ib FT=20% LUMBER BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 2-2-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-5-5 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 4-5,2-5 REACTIONS (Ib/size) 5=459/0-3-8 (min.0-1-8),7=443/0-5-8 (min.0-1-8) Max Horz7=301(LC 9) Max Uplift5=-219(LC 9),7=-6(LC 9) Max Grav5=587(LC 17),7=486(LC 17) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-8=-515/8,2-8=-364/26,1-7=-458/112 BOT CHORD 6-7=-481/499,6-9=-320/516,5-9=-320/516 WEBS 2-5=-650/402,1-6=0/326 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=30ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 5-1-12,Interior(1) 5-1-12 to 15-3-4 zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.Opsf. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)7 except(jt=1b)5=219. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �.1 LICENSES•; � f Na.42704 R� s' PDF created with pdfFactory Pro trial version www.pdffactoU.com Job Truss rHulsl.p s Type Ply Riverside Homes A0055578 17933 D03 1 1 Job Reference o tional Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MTek Industries,Inc. Tue Sep 0911:32:20 2014 Page 1 ID:oDiShKIVnfObX1 T8kEYRMzysVC6-_Rhubhu?Jg6c9jjOVptMgOM3st2m6gU RL4t_x2yfOJv 7-9-11 15-3-15 1575-0 7-9-11 17-6-3 0--1 7.00 12 Scale=1:61.5 4 2x 3x6 3 3x6 i 2 N_ O W2 4X6 110 7 6 5 2x4 11 485#/-6# 3x6— 587N-219# 7-9-11 15-5-0 7-9-11 7-7-5 Plate Offsets(X,Y): f1:Edge,0-1-121 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.91 Vert(LL) -0.07 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.13 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:101 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 2-2-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-5-2 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-5,2-5 REACTIONS (Ib/size) 5=460/0-3-8 (min.0-1-8),7=442/0-5-8 (min.0-1-8) Max Horz7=301(LC 9) Max Uplift5=-219(LC 9),7=-6(LC 9) Max Grav5=587(LC 17),7=485(LC 17) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-8=-511/5,2-8=-358/24,1-7=-457/112 BOT CHORD 6-7=-483/503,6-9=-316/510,5-9=-316/510 WEBS 2-5=-650/401,1-6=0/320 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=28ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 5-1-12,Interior(1) 5-1-12 to 15-3-4 zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.Opsf. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable ofwithstanding 100 Ib uplift atjoint(s)7 except Qt=1b)5=219. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard LICENSES•; No.42704 i a� 4• R e,• PDF created with pdfFactory Pro trial version www.pdffacto[y.com Job Truss Truss Type PlyRiverside Homes A0055579 17933 D04 Half Hip 1 1 Job Reference(optional) Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print:7.410 s Feb 14 2013 Mi-rek Industries,Inc.Tue Sep 09 11:32:20 2014 Page 1 I D:oDiShKNnfObX1 T8kEYRMzysVC6-_Rhubhu?J q 6 c9jj OVptM gOM64t216q_RL4t_x2ytc 7Jv 7-8-8 13315 155 0 75-8 5 7-7 22 1 1 4x6% 2x4 11 Scale=1:58.2 3 4 7.00 12 3x6 i 2 2 W1 4x610 1 7 6 5 2x4 113x6 49311/-78# 3x8 559#//-310# 741-8 155-0 7-8-8 7.8.8 Plate Offsets(X,Y): j1:Edge 0-1-121 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) -0.08 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.14 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:112 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-8-2 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-5,2-5,3-5 REACTIONS (Ib/size) 5=459/0-3-8 (min.0-1-8),7=443/0-5-8 (min.0-1-8) Max Horz 7=364(LC 12) Max Uplift5=-310(LC 12),7=-78(LC 12) Max Gravy=559(LC 17),7=493(LC 17) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-8=-516/54,8-9=-405/61,2-9=-365/72,1-7=-465/145 BOT CHORD 6-7=-457/467,6-11=-326/487,5-11=-326/487 WEBS 2-5=-577/371,1-6=0/305 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=26ft;Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 5-1-12,Interior(1) 5-1-12 to 13-3-15,Exterior(2)13-3-15 to 15-3-4 zone;end vertical left exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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=5.Opsf. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)7 except Qt=1b)5=310. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 10 0 Al 14 ''Ll ENSE-" af No. 2704 •� ■M4 PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Truss Type Qty Ply Riverside Homes A0055580 17933 DOS Half Hip 1 1 Job Reference(optional) Panel-Tek of North Florida,Inc.,SL Augustine,FL Run:TO0 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc.Tue Sep 09 11:32:212014 Page 1 ID:oDiShKIVnfObX1 T8kEYRMzysVC6SeFGo1 vd48ETntIC3XObDcv IGGLor9gaakcXUVyfOJu 7-11-0 1331517-5-0 7-11-0 5-4-15 4-1-1 5x6% 2x4 11 Scale=1:51.0 4 5 7.00 12 2x4 11 3 2 4x6 1 dt 2 46 i 1 1 III at L_ 32 3x8 11 8 7 6 3x4_ 4x6= 6x8= 572#/-143# 655#/-300# 7-11-0 17-5-0 7-11-0 9-6-0 Plate Offsets(X.Y): f1:0-3-4,0-2-131 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.68 Vert(LL) -0.39 6-8 >538 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.54 6-8 >386 180 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:112 Ib FT=20%. LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 5-8-6 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 5-6,4-6 SLIDER Left 2x6 SP No.2 4-6-10 REACTIONS (Ib/size) 1=502/0-5-8 (min.0-1-8),6=572/0-3-8 (min.0-1-8) Max Horz 1=329(LC 12) Max Upliftl=-143(LC 12),6=-300(LC 12) Max Grav 1=572(LC 17),6=655(LC 17) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-757/157,2-9=-676/161,9-10=-656/166,3-10=-609/178,3-4=-805/414 BOT CHORD 1-8=-411/655 WEBS 3-8=-533/421,4-6=-521/390,4-8=-441/774 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=24ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interior(1)5-0-0 to 13-3-15,Exterior(2)13-3-15 to 17-3-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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=5.Opsf. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b)1=143,6=300. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard M. LICENSES;,��� ►_ No.42704 Rl PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Truss Type Ply Riverside Homes A0055591 17933 DOB Half Hip 1 1 Job Reference(optional) Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 Welk Industries,Inc.Tue Sep 09 11:32:21 2014 Page 1 ID:oDiShVJVnfObX1 T8kEYRMzysVC6-SeFGol vd48ETntIC3XObDcvluG L_rFnaakcXU VyfOJu 7-11-0 11-3-15 17-5-0 7-11-0 3-0-15 6-1-1 5x6% 2x4 11 Scale=1:44.3 4 5 2x4 11 7.00 12 3 W2 46 2 1 4x6 1 1 3x8 11 8 7 6 3x4= 3x6— 5x6= 574#/-164# 7-11-0 175-0 612#1-279# Plate Offsets MY): (1:0-3-4,0-2-131 7-11-0 9.6-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.32 6-8 >642 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.47 6-8 >444 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.43 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:107 lb FT=20 LUMBER - - BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 5-5-10 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-0-9 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-6 SLIDER Left 2x6 SP No.2 4-6-10 REACTIONS (Ib/size) 1=503/0-5-8 (min.0-1-8),6=549/0-3-8 (min.0-1-8) Max Horz 1=283(LC 12) Max Upliftl=-164(LC 12),6=-279(LC 12) Max Grav 1=574(LC 17),6=612(LC 17) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-754/212,2-9=-671/215,9-10=-668/217,3-10=-652/232,3-4=-774/443 BOT CHORD 1-8=-404/627,8-13=-241/350,13-14=-241/350,7-14=-241/350,6-7=-241/350 WEBS 3-8=-484/388,4-6=-515/366,4-8=-373/664 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=22ft;Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interior(1)5-0-0 to 11-3-15,Exterior(2)11-3-15 to 17-3-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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=5.Opsf. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b)1=164,6=279. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard M. ��.. LICENSES. ,s *moi.1 No.42704 'sem Rt ,•' PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss ]TwussypeQtyPly Riverside Homes 17933 D07 1 1 Job Reference o tional Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MTek Industries,Inc.Tue Sep 09 11:32:22 2014 Page 1 ID:oDiShKIVnfObXl TBkEYRMzysVC6-wgpeONwFrSMKO1 tOdEvglpRQXghcaf3kpOM50xyfOJt 6-1-0 93.15 13-2-11 17-5-0 6-1-0 3-2-14 3-10-13 4 25 Scale=1:39.0 4x6 3x6= 4 5 T2 7.00 F12 2x4 3 4x6 i c 2 us 4x6 1 1 B1 B2 7 3x8 11 8 3x6= 6 3x8— 2x4 11 553#/x181# 9315 8-17-5-0 -1-0 586#1462# Plate Offsets MY): f1:0-3-4,0-2-131 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.84 Vert(LL) -0.18 1-8 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.32 1-8 >640 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:100 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 4-1-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-8-7 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-6-1 REACTIONS (Ib/size) 1=473/0-5-8 (min.0-1-8),6=541/0-3-8 (min.0-1-8) Max Horz 1=236(LC 12) Max Upliftl=-181(LC 12),6=-262(LC 12) Max Grav 1=553(LC 2),6=586(LC 17) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-9=-736/307,2-9=-683/308,2-10=-649/311,3-10=-606/324,3-4=-542/291, 4-11=-438/292,11-12=-438/292,12-13=-438/292,5-13=-438/292, 5-6=-520/383 BOT CHORD 1-8=-452/620 WEBS 3-8=-306/237,5-8=-346/518 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=6ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interior(1)5-0-0 to 9-3-15,Exterior(2)9-3-15 to 16-4-13 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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 ft between the bottom chord and any other members,with BCDL=5.Opsf. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except(jt=lb)1=181,6=262. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard I ■■ r LICEN ��_ N0.4Z704 r Rt ••• PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Truss Type Ply Riverside Homes A0055583 17933 008 Roof Special 3 1 Job Reference(optional) Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MITek Industries,Inc.Tue Sep 09 11:32:22 2014 Page yfe 1 ID:oDiShKNnfObX1 T8kEYRMzysVC6-wgpeONwFrSMKO1 tOdEvglpRRggftam IkpOM50xyfOJt 530 9-3-8 13-2-8 175-0 5-8-0 3-7-9 3-11-0 4-2-8 4x6= Scale=1:39.4 4 7.00 12 2x4 3 44 44 2 5x6 5 1 Bj 3x8 11 8 7 5x8= 3x6= 62x4 11 938 175-0 938 8-1$ Plate Offsets(X Y): [1:0-3-4 0-2-131 [5:Edae 0-1-121 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.82 Vert(LL) -0.16 1-8 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.30 1-8 >700 180 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:92 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 3-8-6 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-3-2 REACTIONS (Ib/size) 1=466/0-5-8 (min.0-1-8),6=466/0-5-8 (min.0-1-8) Max Horz 1=-153(LC 10) Max Upliftl=-220(LC 12),6=-223(LC 12) Max Grav 1=553(LC 2),6=553(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-748/374,2-9=-705/379,9-10=-696/388,3-10=-687/390,3-4=-620/354, 4-11=-555/309,11-12=-561/292,5-12=-625/288,5-6=-534/310 BOT CHORD 1-8=-280/594 WEBS 3-8=-253/201,4-8=-85/295,5-8=-19/323 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=14ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interior(1)5-0-0 to 9-3-8,Exterior(2)9-3-8 to 14-3-8 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=1b)1=220,6=223. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard M. LICENSE'•;,��t' N0.42704 I R ,.. PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Truss Type Ply Riverside Homes A0055584 17933 D09 Common 8 i Job Reference(optional) Panei•Tek of North Florida,Inc.,SL Augustine,FL Run:7.410 s Feb 14 2013 Print•7.410 s Feb 14 2013 MiTek Industries,Inc.Tue Sep 0911:32:23 2014 Page1 ID:oDiShKNnfObX1 T8kEYRMzysVC6-OON 1 DjwuclU BOARbAxR311_ek4ONJ 1 Gt225eYNyfOJs 25 8 938 16312 18-7-0 , 25 8 6-10-0 7-0-4 2-3-4 ' Scale=1:40.5 46= 4 7.00 12 r` 3x8 46 i 3 5 64x6 2 1 1 7 I 774x10= 10 x8= I 1 4x10 5 = 3x811 12 8 3x811 2x4 II 2X4 II 595#/F238# 9-3-8 _ 16312 1- 23811 M 6-10-0 7-0-4 234 Plate Offsets(X,Y): [1:0-3-4,0-2-131,[7:0-4-9,0-2-131 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.68 Vert(LL) 0.14 9 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.25 9-10 >880 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(TL) 0.25 7 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:101 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 4-4-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-5-12 oc bracing. WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 5-10,3-10 W4,W5:2x6 SP No.2 SLIDER Left 2x6 SP No.2 1-7-1,Right 2x6 SP No.2 1-7-2 REACTIONS (Ib/size) 1=502/0-5-8 (min.0-1-8),7=502/0-5-8 (min.0-1-8) Max Horz 1=-169(LC 10) Max Upliftl=-238(LC 12),7=-238(LC 12) Max Grav 1=595(LC 2),7=595(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-945/543,2-3=-947/562,3-4=-808/429,4-5=-810/426,5-6=-952/570, 6-7=-950/551 BOT CHORD 1-12=-429/794,7-8=-439/755,10-11=-1020/1888,9-10=-1153/1982 WEBS 4-10=-118/397,5-10=-1493/989,3-10=-1296/856 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=2ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Corner(3)0-0-0 to 5-0-0,Exterior(2)5-0-0 to 9-3-8,Comer(3)9-3-8 to 14-3-8 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except(jt=lb)1=238,7=238. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard `A -04 -�LIGEN SE.••.���� �► No.42744 PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Truss ype wyerside Homes 17933 D10 GABLEA0055585 1 2 Job Reference o tional Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 Walk Industries,Inc.Tue SSeepp 0911:32:25 2014 Paal�e�1 ID:oDiShKNnf0bX1 TBkEYRMzysVC6-KPVnePy88NkvGU bzlMTXNS35Uuotn22AVMaIdGytc�Jq 25-8 3-2-0 739 1137 155-0 16-1 18-7-0 25-8 0 8 8 4.1-9 3-11-13 4-1-9 0-8-8 25-8 Scale=1:36.7 4x6= 7.00 F12 3x4_ T 4x6 3x8 4 — o, T2 3x8 4x6% 3 8 2 94x6 1 1 B2 10 W417 72 W4 N 16 15 14 14�c10— B1 3x8= 3x4= 3x8=— B1 3x6 11 18 4x10= „ 3x8 11 720#/-3,9p 720#/-319# 25-8 3 2-0 739 1137 155.0 16-1 18 7-0 25-8 0 8 8 4-1-9 3 11-13 4 1-9 08.8 25$ _Plate Offsets(X.Y): [1:0-3-4.0-2-131,.[10:04-9.0-2-131,[19:0-2-0.0-3-81.[20.0 2-0 Edgel [21:0-2-0,0-1-81 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) -0.10 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.19 14-15 >999 180 BCLL 0.0 ` Rep Stress Incr NO WB 0.48 Horz(TL) 0.12 10 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:257 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3"Except` JOINTS 1 Brace at Jt(s):5,6 W4:2x6 SP No.2 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 1-7-1,Right 2x6 SP No.2 1-7-1 REACTIONS (Ib/size) 1=608/0-5-8 (min.0-1-8),10=608/0-5-8 (min.0-1-8) Max Horz 1=66(LC 7) Max Upliftl=-319(LC 8),10=-319(LC 8) Max Grav 1=720(LC 2),10=720(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1027/453,2-3=-954/456,3-4=-1720/765,4-28=-1624/734, 5-28=-1624/734,5-6=-2517/1132,6-29=-1624/733,7-29=-1624/733, 7-8=-1720/765,8-9=-954/456,9-10=-1026/453 BOT CHORD 1-18=-317/772,10-11=-3081753,16-17=-755/1836,15-16=-1071/2517, 14-15=-1057/2517,13-14=-105712517,12-13=-733/1791 WEBS 4-16=-227/568,5-16=-976/451,6-13=-975/451,7-13=-227/556,3-16=-315/141, 8-13=-286/141 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. Webs connected as follows:2x4-1 row at 0-9-0 oc,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. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=Oft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 5) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 6)Provide adequate drainage to prevent water ponding. b••'""`••., 7)All plates are 2x4 MT20 unless otherwise indicated. •`LICENSE'a• 8)Gable studs spaced at 2-M oc. !� 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • NaZ7 • 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 1 = • 04 ConbVu%8-&Y0 m6 fit between the bottom chord and any other members. *� : • a • •aaa+ PDF created with pdfFactory Pro trial version www.pdffacto[y.com Job Truss Truss TypePy RNerside m Hoes A005558517933 D10 GABLE 1 2 Job Reference(optional) Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MTek Industries,Inc.Tue Sep 0911:32:25 2014 Page 2 ID:oDiShKNnfObX1 T8kEYRMzysVC6-KPVnePy88NkvGUbzlMTXNS35Uuotn22AVMaidGyfOJq NOTES 11)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)except Qt=lb)1=319,10=319. 13)Girder carries hip end with 3-2-0 end setback. 14)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 15)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-1 Od nails. 16)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)84 Ib down and 36 Ib up at 15-5-0,and 84 Ib down and 36 Ib up at 3-2-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:14=44,4-7=-52(F=-8),7-10=44,1-18=-10,10-11=-10,16-17=-10,13-16=-12(F=-2),12-13=-10 Concentrated Loads(lb) Vert:16=-48(F)13=-48(F) `j- LICENSE s No.4Z7Q4 k Rt ,.• PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Truss Type ty Ply Riverside Homes A0055586 17933 E01 Common 1 1 Job Reference(optional) Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc.Tue Sep 0911:32:25 2014 Page 1 ID:oDiShKIVnfObX1 T8kEYRMzysVC6-KPVnePy88NkvGUbzlMTXNS32nuMm5yAVMaldGyfOJq 510 8 11-541 17-0 8 22-11-0 510-8 57-0 57-0 510-8 Scale:1/4"=1' 46 11 4 7.00 12 2x4\\ 2x4 3 5 46 4x6% 2 6 4x6 4x6 1 1 7 I$ 10 9 8 3x8 11 3x4= 3x6= 3x4= 3x8 11 7-0 12 15-0-4 22-11-0 73U-29U 7-0-12 8-1-7 7-0-12 73 29" Plate Offsets(X Y): [1:0-3-4.0-2-131,r7:04-9.0-2-131 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.18 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.26 8-10 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.29 Horz(TL) 0.03 7 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:1251b FT=20% LUMBER _ -- BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 5-1-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-10-10 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-4-10,Right 2x6 SP No.2 3-4-10 REACTIONS (Ib/size) 1=673/0-5-8 (min.0-1-8),7=673/0-5-8 (min.0-1-8) Max Horz1=206(LC 11) Max Upliftl=-294(LC 12),7=-294(LC 12) Max Grav 1=733(LC 2),7=733(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1093/521,2-11=-1050/528,3-11=-1049/540,3-12=-1089/578, 4-12=-1068/599,4-13=-1068/599,5-13=-1089/578,5-14=-1049/540, 6-14=-1050/528,6-7=-1093/521 BOT CHORD 1-10=-351/983,10-15=-139/650,9-15=-139/650,9-16=-139/650, 8-16=-139/650,7-8=-352/864 WEBS 4-8=-226/460,5-8=-333/265,4-10=-226/460,3-10=-333/265 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=11ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interior(1)5-0-0 to 11-5-8,Exterior(2)11-5-8 to 16-5-8 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been 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=5.Opsf. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) exceptOt=lb)1=294,7=294. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard M. 4r%e. L 10EN5E••;�� = N0.42704 : Rl PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Truss Type Ply Riverside Ho�(..Oonell A0055587 17933 E02 Hip 1 1 Job Referen Panel-Tek of North Florida,Inc.,St.Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc.Tue Sep 09 11:32:26 2014 Page 1 ID:oDiShKiVnfObX1T8kEYRMzysVC6-pb29slzmvgsmteAAs4 mwfcDVH6uWa4KkOK19iyfOJp 5--12 10-10-0 12-1-0 17-4-4 22-11-0 - � -- 5$12 5 3� 130 5-3-4 5 6-12 Scale=1:44.7 5x6 4 5 5x6 zzz T2 7.00 L12 2x4 2x4 i 3 6 4 4 4x8 i 4x6 2 74x8 4x6 1 1 8 Bi 11 10 9 3x8 I 3x4= 3x6= 3x4= 3x8 I I 8-3-6 14-7-10 22-11-0 836 6-4-3 83-6 Plate Off RJ@41f1: [1:0-4-9.0-2-131.[8:0-34.0-2-131 -294# LOADING(psf) SPACING 2-" CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.13 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.23 8-9 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.17 Horz(TL) -0.04 1 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:123 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2*Except* TOP CHORD Sheathed or 5-5-10 oc purlins. T2:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-3-2 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-2-7,Right 2x6 SP No.2 3-2-7 REACTIONS (Ib/size) 8=668/0-5-8 (min.0-1-8),1=668/0-5-8 (min.0-1-8) Max Horz8=195(LC 11) Max Uplift8=-294(LC 12),1=-294(LC 12) Max Grav8=733(LC 2),1=733(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 5-6=-975/563,6-12=-1017/573,12-13=-1021/571,7-13=-1033/562, 7-8=-1089/555,4-5=-766/483,1-2=-1090/555,2-14=-1033/562, 14-15=-1021/571,3-15=-1017/573,3-4=-975/563 BOT CHORD 1-11=-394/863,11-16=-176/678,10-16=-176/678,10-17=-176/678, 9-17=-176/678,8-9=-400/966 WEBS 6-9=-309/266,5-9=-173/355,4-11=-173/356,3-11=-309/266 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=lift;Cat.II;Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interior(1)5-0-0 to 10-10-0,Exterior(2)10-10-0 to 12-1-0,Interior(1)19-1-14 to 22-11-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.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=5.Opsf. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb)8=294,1=294. - 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. m LOAD CASE(S) Standard eec�j ENSE •;��� a N0.427Q4 . R� PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Truss Type Ply Riverside Homes A0055588 17933 E03 Hip 1 1 Job Reference(optional) Panel-Tek of North Florida,Inc.,SL Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MTek Industries,Inc.Tue Sep 09 11:32:27 2014 Page 1 ID:oDiShKIVnfObX1 T8kEYRMzysVC6-HocX34zOg_dVoIMPnV?St9PahRQF 1 wTyg3sh8yfOJo 5-0-11 8 10-0 14-1-0 17-105 22-11-0 5-0-11 3 0- 5 3-0 395 5-011 ' Scale=1:42.6 4x6 4 5 4x6 7.00 12 2x4�� 2x4 4, 3 6 4x6 i o _o 2 7 4x6 2 1 1 8 all FTI Q2 1 3x8 II 11 10 9 3x8 II 3x4= 3x6— 3x4= 7 8-10-0 14-1-0 22-11-0 294# 8-10-0 530 8-10-0 Plate Offsets(X,Y): 11:0-4-9972-131,18:0-34,0-2-131 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.23 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.35 1-11 >778 180 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) -0.04 1 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:117 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 5-9-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-9-15 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-10-14,Right 2x6 SP No.2 2-10-14 REACTIONS (Ib/size) 8=693/0-5-8 (min.0-1-8),1=693/0-5-8 (min.0-1-8) Max Horz8=-162(LC 10) Max Uplift8=-294(LC 12),1=-294(LC 12) Max Grav8=743(LC 18),1=743(LC 17) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 5-6=-909/562,6-7=-1022/616,7-12=-1047/601,8-12=-1083/600, 4-13=-758/528,13-14=-758/528,5-14=-758/528,1-15=-1083/600, 2-15=-1048/601,2-3=-1022/616,3-4=-909/562 BOT CHORD 1-11=-428/856,10-11=-268/811,9-10=-268/811,8-9=-436/970 WEBS 6-9=-261/220,3-11=-261/220 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;6=95ft;L=50ft; eave=9ft;Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2)0-0-0 to 4-11-4,Interior(1)4-11-4 to 8-10-0,Exterior(2)8-10-0 to 14-1-0,Interior(1)21-1-14 to 22-11-0 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.Opsf. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except Qt=lb)8=294,1=294. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard M. L I C E N SE'^•//////�r�rrr `• No.42704 • Rt . ' 5"*, PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Truss Type City Ply Riverside Homes A0055589 17933 E04 Roof Special Girder 1 1 Job Reference(optional) Panei-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 5 Feb 14 2013 Print 7.410 s Feb 14 2013 MITek Industries,Inc.Tue Sep 09 11:32:27 2014 Pa�e�1 ID:oDiShICVn10bX1 T8kEYRMzysVC6-HocX34zOg_dVoIMPnV?St9LOhLhFxmTyg3sh8;&o &4 I 10-5-8 14-1-0161-0 1944 22-11-0 4-8 55-1-0 3-7-8 2-0-0 3-34 3$12 Scale=1:47.0 4x6= 4 4x6 502 5 6 3x6 i 700 Ll2 3 34, _o 4x6 IVI 7 `b 4x6% 2 °P v 1 8 1 B2 Io 3x8 II 13 12 11 10 9 700= 2x4 11 3x8= 7x10= 1002= 2x4 11 11 SStl/�4r1ft 54$ I 10.5-8 141-0 15.10-01-0 1944 22-11-0 1815#/,762# 54-8 61-0 37-8 1-90 0.3-0 3-3-4 3-0-12 Plate Offsets(X Y)• [1:0-4-9.0-2-131,[8:Edge 0-4-11 [10:0-3-8.0-5-01,[11:0-5-0 0-3-41 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) 0.10 10 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.18 10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.53 Horz(TL) -0.07 1 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:147 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 3-4-4 oc purlins. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-3-1 oc bracing. 32:2x6 SP No.2 WEBS 1 Row at midpt 5-12 WEBS 2x4 SP No.3 WEDGE Right:2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-1-0 REACTIONS (Ib/size) 1=974/0-5-8 (min.0-1-8),8=1467/0-5-8 (min.0-2-2) Max Horz 8=-1 88(LC 6) Max Uplift1=-490(LC 8),8=-762(LC 8) Max Grav 1=1 155(LC 2),8=1815(LC 14) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 6-7=-2848/1250,7-8=-2928/1231,5-6=-2369/1092,4-5=-1587/772, 1-2=-1868/773,2-3=-1787/793,3-4=-1604/765 BOT CHORD 1-13=-581/1495,12-13=-581/1495,11-12=-908/2436,10-11=-951/2577, 9-10=-941/2465,8-9=-941/2465 WEBS 6-10=-646/1588,6-11=-322/181,5-11=-178/379,5-12=-1639/727, 4-12=-621/1334 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=7ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except(jt=1b)1=490,8=762. `A 8)Girder carries hip end with 6-10-0 right side setback,15-10-0 left side setback,and 6-10-0 end setback. ■ 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. a,a �•►•.� 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)580 Ib down and �.•� � 248 Ib up at 16-1-0,and 1073 Ib down and 441 Ib up at 15-10-0 on bottom chord. The design/selection of such 'u� LICENSE ;�� connection device(s)is the responsibility of others. a . �► V. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). N0.42704 ' 9 ■ • a ■aa� PDF created with pdfFactory Pro trial version www.pdffactoa.com Job cuss Truss Type N Riverside Homes A0055589 17933 E04 Roof SpeGal Girder 1 1 Job Reference o tional Pane!-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 FMnt 7.410 s Feb 14 2013 MI I ek Industries,Inc.Tue Sep 09 11:32:27 2014 Paagge 2 ID:oDiSh KIVnfObX1 T8kEYRMzysVC6-HocX34zOg_dVoIMPnV?St9LOhLhFxmTyg3sh8M. LOAD CASE(S) Standard 1)Regular.Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:6-8=-44,5-6=-44,4-5=-44,1-4=-44,1-8=-10 Concentrated Loads(lb) Vert:10=-1216(F) 1�1■ LICENSES•; No.427Q4 I Rt •• PDF created with pdfFactory Pro trial version www.pdffactoa.com Job Truss Truss Type Ply Riverside Homes A0055590 17933 E05 Hip 1 1 Job Reference footionall Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print:7.410 s Feb 14 2013 MTek Industries,Inc.Tue Sep 09 11:32:28 2014 Page 1 I D:o DiSh KNnfObX1 T8kEYRMzysVC64_AwGQ_OR16T7yKYzVOE74hYr5o7_T7cBKpPDbyfOJn 5-7-12 _ 11-M 11-11-0 17-3-4 _ 22-11-0 5-7-12 54-4 0-11-6 5-44 T 5-7-12 6x10 M18SHS- Scale=1:50.3 4 7.00 12 2x4 2x4 3 5 1 4x6 i 4x6 4x6% 2 6 4x6 1 2 1 7 KY LLI Io 310 9 8 x8 3x4= 3x6= 3x4= 3x8 II 733# 8-8-9 14-2-7 22-11-0 8S9 SS14 8-8-9 294# Plate Offsets(X,Y): [1:0-3-4,0-2-131,[7:0-4-9,0-2-131 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) -0.16 1-10 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.29 1-10 >936 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.04 7 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:124 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 5-2-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-3-11 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-3-0,Right 2x6 SP No.2 3-3-0 REACTIONS (Ib/size) 1=654/0-5-8 (min.0-1-8),7=654/0-5-8 (min.0-1-8) Max Horz 1=-206(LC 10) Max Upliftl=-294(LC 12),7=-294(LC 12) Max Grav 1=733(LC 2),7=733(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1089/547,2-11=-1053/555,11-12=-1049/563,3-12=-1045/566, 3-4=-982/543,4-5=-982/543,5-13=-1045/566,13-14=-1049/563, 6-14=-1053/555,6-7=-1088/547 BOT CHORD 1-10=-392/948,10-15=-143/638,9-15=-143/638,9-16=-143/638, 8-16=-143/638,7-8=-385/864 WEBS 3-10=-337/282,4-10=-181/351,4-8=-181/351,5-8=-337/282 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=lift;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interior(1)5-0-0 to 11-5-8,Exterior(2)11-5-8 to 18-6-6 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.Opsf. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except Qt=1b)1=294,7=294. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 0 `■ LOAD CASE(S) Standard `•�....u�t.`' +..�.•'�LICENSE , ��� No.4Z7Q4 PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Truss Type Qty Ply Riverside Homes A0055591 17933 E06 Hip 1 1 Job Reference(optional) Pan6-Tek o1 North Florida,Inc.,SL Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc.Tue Sep 0911:32:29 2014 Page 1 ID:oDiShKNnfObX1 TBkEYRMzysVC6-DAklUm?eCbEKkSvkXCYTYIEkIV6ijxKmQ_Yzm 1 yfOJm 5 4 6 9-0-0 13-11-0 17-0-11 22-11-0 54-6 3-7-11 4 11-0 37-11 Scale=1:42.6 4x6 4x6 4 5 7.00 12 2x4�� 2x4 3 6 v v 46 4x6 i 2 7 V V1 4x6 A 6 4x6 2 8 1 1 I 191 3x811 11 10 9 3x811 3x4= 3x6= 3x4= 9-0-0 13-11-0 22-11-0 7 9 0 0 4-11-0 9-0-0 -294# Plate Offsets(X,Y): rl:0-3-4,0-2-131 f8:0-4-9 0-2-131 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.21 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.35 1-11 >777 180 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.04 8 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:118 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 5-10-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-11-7 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-1-0,Right 2x6 SP No.2 3-1-0 REACTIONS (Ib/size) 1=688/0-5-8 (min.0-1-8),8=688/0-5-8 (min.0-1-8) Max Horz 1=-165(LC 10) Max Upliftl=-294(LC 12),8=-294(LC 12) Max Grav 1=738(LC 17),8=738(LC 18) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-12=-1077/593,2-12=-1031/594,2-3=-995/609,3-4=-891/561,4-13=-758/524, 13-14=-758/524,5-14=-758/524,5-6=-891/561,6-7=-991/609, 7-15=-1031/594,8-15=-1077/593 BOT CHORD 1-11=-425/957,10-11=-258/796,9-10=-258/796,8-9=-419/850 WEBS 3-11=-271/228,4-11=-104/252,5-9=-104/252,6-9=-271/228 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=6ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2)0-0-0 to 5-3-0,Interior())5-3-0 to 9-0-0,Exterior(2)9-0-0 to 13-11-0,Interior(1)20-11-14 to 22-11-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.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=5.Opsf. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except(jt=1b)1=294,8=294. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard LICENSEa•;� m N0.42704 PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Truss Type Ply Riverside Homes A0055592 17933 E07 Hip Girder 1 1 Job Reference o tional Panel-Tek of North Florida,Inc.,SL Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 142013 MiTek Industries,Inc.Tue Sep 09 11:32:29 2014 Pagel ID:oDiShKNnfObXlT8kEYRMzysVC6-DAklUm?eCbEKk5vkXCYTYIEc_V6djwgmQ_Yzm1 m 4-05 7-M 11-5-8 15-11-1 18-10-13_ 22-11-1 4 0-0 2-11-13 4-5-8 4 5 8 2-11-13 4-03 Scale=1:42.8 5x12% 2x4 11 5x12 4 5 6 X�� Mp 2x4 i 7 v v 8 4x6 9 IF of 11 B2 5x8 11 13 12 11 10 5x8 3x4= 3x8= 3x6— 3x4= 11 1685#!-764# 1685#/-764# 3 7-0-0 115-8 15-11-1 18-10-13 22-11-1 4-0 3 2-11-13 45-8 45 8 2-11-1g 4-0-3 1 Plate Offsets(X Y)• f1.0-3-8 Edgel f9 0 4-13 Edgel - — LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.89 Vert(LL) 0.12 12 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.19 10-12 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.25 Horz(TL) 0.09 9 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight 131 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 2-2-11 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-11-13 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-3-10,Right 2x6 SP No.2 2-3-10 REACTIONS (Ib/size) 1=1237/0-5-8 (min.0-2-0),9=1237/0-5-8 (min.0-2-0) Max Horz 1=131(LC 7) Max U pliftl=-764(LC 8),9=-764(LC 8) Max Grav 1=1685(LC 13),9=1685(LC 14) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-2728/1255,2-3=-2673/1262,3-4=-2656/1270,4-14=-2646/1332, 5-14=-2646/1333,5-15=-2646/1333,6-15=-2646/1332,6-7=-2656/1270, 7-8=-2674/1262,8-9=-2729/1255 BOT CHORD 1-13=-970/2277,12-13=-965/2374,11-12=-965/2308,10-11=-965/2308, 9-10=-970/2179 WEBS 4-13=-213/625,4-12=-300/543,5-12=-611/431,6-12=-300/544,6-10=-213/625 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=7ft;Cat.Il;Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except(jt=1b)1=764,9=764. 8)Girder carries hip end with 7-0-0 end setback. 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)612 Ib down and 262 Ib up at 15-11-0,and 612 Ib down and 262 Ib up at 7-0-0 on bottom chord. The design/selection of such Mr 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). `;= LICEN SE a� / � LOADCASE(S) Standard a � f N0.42704 s Continued on page 2 a a s ti R► .."' a aaa PDF created with pdfFactory Pro trial version www.pdffacto[y.com Job Truss Truss Type Qty Ply �Pj A0017933 E07 Hip Girder 1 1 Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MTek Industries,Inc.Tue Sep 09 11:32:30 2014 Page 2 I D:ODIShKIVnfObX1 T8kEYRMzysVC6-hM Igh60HzvMBMFUx5w3i4VnnkvSsSNwvfel W ITyfOJI LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:14=44,4-6=-94(F=-50),6-9=-44,1-13=-10,10-13=-21(F=-11),9-10=-10 Concentrated Loads(Ib) Vert:13=-347(F)10=-347(F) LICENSE�• s No.4Z7Q4 f"46 PDF created with pdfFactory Pro trial version www.pdffactory.com Job cuss Truss Type Ply Riverside Home�(.pb.nall A0055593 17933 EJ01 Jack-Partial 3 1 Job Reference PaneFTek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 5 Feb 14 2013 MITek Industries,Inc.Tue Sep 09 11:32:30 2014 Page 1 ID:oDiShKIVnfObX1 TBkEYRMzysVC6-h MIgh60HzvMBMF Ux5w3i4Vns?vSdSQLvfel W ITyfOJI 5-3-47-11-8 5-3-4 2-8-5 Scale=1:17.3 3.00 12207#/ 2x4 I- � 2 245#/-195# T1 o_ 1 N W2 B1 115ft/- 5 3x4= 6 3x6 11 7-11-8 7-11-8 Plate Offsets(X,Y): f6:0-34,0-1 81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) 0.31 5-6 >299 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.57 Vert(TL) -0.36 5-6 >254 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) -0.42 3 n/a n/a BCD 5.0 Code FBC2010/TP12007 (Matrix) Weight:29 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x6 SP No.2"Except' W11:2x4 SP No.3 REACTIONS (Ib/size) 6=207/0-3-0 (min.0-1-8),3=169/Mechanical,4=38/Mechanical Max Horz 6=77(LC 8) Max Uplift6=-195(LC 8),3=-88(LC 8),4=-134(LC 8) Max Grav6=245(LC 2),3=207(LC 2),4=115(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=9ft;Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(directional);porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for 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 ft between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3 except(jt=1b)6=195,4=134. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard M. No.4Z704 4• R� •.• .•as PDF created with pdfFactory Pro trial version www.pdffactocy.com JobTruss Truss Type Qty Ply Riverside Homes A0055594 17933 EJ03 Jack-Open 8 1 Job Reference(optional) Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc.Tue Sep 0911:32:31 2014 P e 1 ID:oDiShKIVnfObXIT8kEYRMzysVC6-9Zs2vSOvkDU2_P37edaxdjJ1 rlgJBt?3t113q%mJk 1�r8 3-6-0 1 1-11-8 Scale=1:17.4 7.00 12 119#/ 81N 14 -901f T1 r N 1 W B1 51#/ O 4 3x8 11 3-8.0 3-8-0 Plate Offsets(X,Y): 14:0-4-_3 0-1-8) LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) 0.05 3-4 >748 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.41 Vert(TL) 0.05 3-4 >821 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.03 2 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:12 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 3-6-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS (Ib/size) 4=125/0-3-0 (min.0-1-8),2=87/Mechanical,3=28/Mechanical Max Horz 4=94(LC 12) Max Uplift4=-90(LC 12),2=-98(LC 12),3=-54(LC 12) Max Grav4=148(LC 2),2=1 19(LC 17),3=51(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=3ft;Cat.II;Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Corner(3)zone;end vertical left exposed; porch left exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,2, 3. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)94 Ib down and 188 Ib up at 1-6-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-44,3-4=-10 Concentrated Loads(Ib) Vert:5=-62(F) ■ LICENSE _'% No.42704 PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Truss Type Ply Riverside Homes A0055595 17933 EJ03A Jack-Open 10 1 Job Reference(optional) Panel-Tek of North Florida,Inc.,SL Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410s Feb 14 2013 MiTek Industries,Inc.Tue Sep 09 11:32:31 2014 Page 1 ID:oDiShKIVniDbX1 T8kEYRMzysVC6-9Zs2vSOvkDU2_P37edaxdjJ5tluGBt?3t113gwyfOJk 3-6-0 3-6-0 Scale=1:17.4 7.00 12 90#/- 105#/-7# T1 r` N 1 W B1 47#/ O 4 3x8 11 F - 3-6-0 Plate Offsets MY): [4:04-3,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.29 Vert(LL) -0.01 3-4 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.02 3-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:12 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 3-6-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS (Ib/size) 4=89/0-5-8 (min.0-1-8),2=66/Mechanical,3=23/Mechanical Max Horz4=94(LC 12) Max Uplift4=-7(LC 12),2=-72(LC 12),3=-6(LC 12) Max Grav4=105(LC 2),2=90(LC 17),3=47(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=aft;Cat.ll;Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Corner(3)zone;end vertical left exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,2, 3. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard LICENSE�•;� f No.42704 R► .•• PDF created with pdfFactory Pro trial version www.pdffacto[y.com Job Truss Truss Type Qty Ply Riverside Homes A0055596 17933 EJ03B Jack-Open 8 1 Job Reference(optional) PanO-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 5 Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc.Tue Sep 09 11:32:32 2014 Page 1 ID:oDiShKNnfObX1 T8kEYRMzysVC6-dIQQ6o 1 XV W cvbZdJCK5A9wsH viFQwJ_C6yndMMyfOJj 2-5-8 3-2-0 2-5-8 Scale=1:16.4 7.00 12 2x411 103#/- 2 95#/-4# T1 1 N 1N W1 2x4- W 4 B1 6 2x4 11 7 3x8 I I L 25-8 3-2-0 25-8 O$$ Plate Offsets(X,Y): f7:0-4-3,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) 0.02 6 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.02 6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 Horz(TL) 0.01 4 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:13 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 3-2-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS (Ib/size) 7=80/0-5-8 (min.0-1-8),3=76/Mechanical,4=4/Mechanical Max Horz7=86(LC 12) Max Uplift7=-4(LC 12),3=-74(LC 12) Max Grav7=95(LC 2),3=103(LC 17),4=12(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=3ft;Cat.II;Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Corner(3)zone;end vertical left exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)7,3. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard `LICENSE'•; s No.4270 z k Rt PDF created with pdfFactory Pro trial version www.pdffacto[y.com Job Truss �11--SOT, pe Qty Py Riverside Homes A0055597 17933 EJ03C n 1 1 Job Reference o bonal Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Fab 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc. Tue Sep 09 11:32:32 2014 Page 1 ID:oDiShKNnfObX1 T8kEYRMzysVC6-dIQ06o 1 XV W cvbZdJCK5A9wsGgiEXwJ FC6ynd MMyfOJj 3-2-10 _ 3-6-0 3-2-10 0-3-6 Scale=1:16.9 90#1- M 7.00 12 T1 r v N 1 W ' B1 47#2 9 O O 4 3x8 11 105#/-7# 1-9-03-" 1-9-0 — ate Offsets(X,Y): [4:0-4-3.0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.28 Vert(LL) -0.01 3-4 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.02 3-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 5.0 Code FBC2010ITP12007 (Matrix) Weight:12 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 3-6-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS (Ib/size) 4=89/0-5-8 (min.0-1-8),2=66/Mechanical,3=23/Mechanical Max Horz4=94(LC 12) Max Uplift4=-7(LC 12),2=-72(LC 12),3=-6(LC 12) Max Grav4=105(LC 2),2=90(LC 17),3=47(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=24ft;Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,2, 3. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard M. 1�rLICENSE••; �a *= No.42704 ,• Rt 9"4 PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Truss Type Ply Riverside Homes A0055598 17933 EJ07 Jack-Open 6 1 Job Reference(optional) Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc.Tue Sep 0911:32:33 2014 Page 1 ID:oDiShKNnfObX1 T8kEYRMzysVC6-5xzpK829Fgkm DjC W m2cPi8PH36U pfmVLLb WAvoyfOJi 7-U 7-0-0 Scale=1:30.0 217#/-28# 9# 7.00 12 T1 v� d 1 B1 97#h# 0 4 5x8 11 7-0-0 7-" LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.95 Vert(LL) 0.19 3-4 >433 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.26 3-4 >315 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.10 2 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:23 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS (Ib/size) 4=183/0-5-8 (min.0-1-8),2=135/Mechanical,3=48/Mechanical Max Herz 4=175(LC 12) Max Uplift4=-28(LC 12),2=-139(LC 12),3=-7(LC 12) Max Grav4=217(LC 2),2=182(LC 17),3=97(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=7ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 5-1-12,Interior(1)5-1-12 to 6-11-4 zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,3 except Qt=1b)2=139. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard LICENSE'0-. I • s No. 427Q4 . , PDF created with pdfFactory Pro trial version www.pdffactory.com �" Job Truss �Jack-10pen�� Oty Ply Riverside Homes A0055599 17933 EJ07A 1 1 Job Reference(optional) Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc.Tue Sep 09 11:32:33 2014 Page 1 ID:oDiShKIVnfObX1 T8kEYRMzysVC6-5xzpK829Fgkm DjC W m 2cPi8PMy6W FfMVLLbWAvoyfOJi 7-0-0 -- -- --- -� 7-M Scale=1:15.8 3.00 12 215#/-170# T1 n 1 ' W1 B1 94#/ _ 0 4 3x6 II 7-0-0 Plate Offsets(X,Y): f4:0-3-4,0-1-81 T" LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) 0.21 3-4 >381 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.19 3-4 >425 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.05 2 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight 22 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x6 SP No.2 REACTIONS (Ib/size) 4=181/0-3-0 (min.0-1-8),2=133/Mechanical,3=48/Mechanical Max Horz4=81(LC 8) Max Uplift4=-170(LC 8),2=-112(LC 8),3=-84(LC 8) Max Grav4=215(LC 2),2=163(LC 2),3=94(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=7ft;Cat.Il;Exp C;Encl.,GCpi=0.18;MW FRS(directional);end vertical left exposed;porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3 except Qt=1b)4=170,2=112. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard -'N ;' LICENSE"•;� `* No. 2704 Ss • i R • • Rt a•`i 0"0 PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Truss Type ty Ply Riverside Homes 17933 F01 Common 3 1 Job Reference(optional) A0055600 Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc.Tue Sep 09 11:32:34 2014 Page 1 ID:oDGhKIVnfObXIT8kEYRMzysVC6-a8XBXU3nO8sdrtniKl7eFLxb4 W pROBuVZFGkREyfOJh 54-8 105 8 15-93 541-8 5 1-0 5311 46 11 Scale=1:42.9 4 7.00 12 2x4 2x4 11 5 3 4x6 i 1 4x6 i 2 v� 1 1 16# 7 SIMPSON 3x8 11 3x4= LUS24 3x4= 500#/185# 7-0-1515.93 7-0-15 8-43 Plate Offsets(X,Y): f1:0-3-4,0-2-131 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.17 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.25 6-7 >739 180 BCLL 0.0 * Rep Stress Incr YES WB 0.18 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:91 Ib FT=20%. LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-11-5 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-6 SLIDER Left 2x6 SP No.2 3-1-2 REACTIONS (Ib/size) 1=451/0-5-8 (min.0-1-8),6=488/Mechanical Max Horz 1=145(LC 9) Max Uplift1=-185(LC 12),6=-216(LC 12) Max Grav 1=500(LC 2),6=508(LC 17) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-687/315,2-3=-626/333,3-4=-604/351 BOT CHORD 1-7=-345/617,7-8=-138/302,8-9=-138/302,6-9=-138/302 WEBS 3-7=-322/256,4-7=-184/424,4-6=-442/201 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=20ft;Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-3-9,Interior(1)5-3-9 to 10-5-8,Exterior(2)10-5-8 to 15-7-7 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for 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=5.Opsf. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b)1=185,6=216. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard /,20�#b =-LICENSE•; * f No.42704 �• Rt re .R PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss �Twsse Ply Riverside Homes A0055601 17933 F02 11 1 Job Reference o bona) PaneFTek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 Mi Tek Industries,Inc.Tue Sep 09 11:32:35 2014 Page 1 ID:oDiShKNnfObX 1 T8kEYRMzysVC6-2K5Zlg4PnR?U SOMutTetnZUixwA?7Ufeov?HzhyfOJg 5-4-8 10-5-8 15-6-8 20-11-0 54-8 5-1-0 5-1-0 548 Scale=1:44.5 46 4 7.00 F12 3x6\\ 3x6 77 3 5 d_ 46 G 1 46 i 2 646 46 1 7 10 g 3x8 11 3x4= 3x6- 8 3x8 11 3x4= 7-2-12 13-8-4 20-11-0 7-2-12 6-5-8 7-2-12 Plate Offsets( -4.0-2-131.[7'0-4-9 0-2-131 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) 0.24 7-8 >358 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.49 Vert(TL) 0.21 7-8 >409 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.79 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:114 Ib FT=20 LUMBER BRACING — TOP CHORD 2x4 SP M 30 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-1-8 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-1-2,Right 2x6 SP No.2 3-1-2 REACTIONS (Ib/size) 1=1090/0-5-8 (min.0-1-8),7=201/0-3-0 (min.0-1-8),8=775/0-5-8 (min.0-1-8) Max Horz1=189(LC 11) Max Upliftl=-901(LC 12),7=-235(LC 12),8=-470(LC 12) Max Grav 1=1278(LC 2),7=260(LC 24),8=819(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1256/1360,2-3=-1090/1147,3-11=-953/973,4-11=-847/865, 4-5=-209/309,5-6=-219/278,6-7=-261/255 BOT CHORD 1-10=-893/996,10-12=-139/325,9-12=-139/325,8-9=-139/325 WEBS 3-10=-714/864,4-10=-775/798,4-8=-656/347,5-8=-353/324 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=4ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Corner(3)0-0-0 to 5-0-0,Exterior(2)5-0-0 to 10-5-8,Comer(3)10-5-8 to 15-7-6 zone;porch right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been 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 ft between the bottom chord and any other members,with BCDL=5.Opsf. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except(jt=1b)1=901,7=235,8=470. 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)266 Ib down and 400 Ib up at 0-0-0 on top 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). `a LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pn ` ; LICENSE Vert:4-11=-44,4-7=-44,1-12=-10,9-12=40,7-9=-10 No.42704 Continued on page 2 i • PDF created with pdfFactory Pro trial version www.pdffactory.com �" I Job Truss Truss Type Qty Ply Riverside Homes A0055601 17933 F02 Common 11 1 Job Reference(optional) Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print:7.410 s Feb 14 2013 MTek Indusbies,Inc.Tue Sep 09 11:32:35 2014 Page 2 ID:oDiShKIVnfObX1 T8kEYRMzysVC6-2K5Zlg4PnR?U SOMutTetnZUiXWA?7Ufeov?HzhyfOJg LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:1=-219(F) Trapezoidal Loads(plf) Vert:1=-154(F=-110)-to-11=-107(F=-63) M. b6 ��•�LIGENSE• . � • Z *; No. 2704 •46 .► •R PDF created with pdfFactory Pro trial version www.pdffacto[y.com Job Truss �T—Spe PlyRiverside Homes AO055602 17933 F03 1 1 Job Reference/nnfinnall Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc. Tue Sep 09 11:32:36 2014 Page 1 I Do D1ShKIVnfObXl T8kEYRMzysVC6-W Wfxy941 Y17L4Ax5RAA6Km 1 wWJ W es?So 1 Zlq W 7yfOJf 5-4-8 10-5 8 15-6-8 20-11-0 5-4-8 5-1-0 5-1-0 5-4-8 Scale=1:44.4 4x6 11 4 7.00 12 3x6\\ yrg 3 5 _ d 4x6 4x6% 2 6 4x6 1 4x6 1 1 7 3x8 11 10 9 8 3x4= 3x6= 3x4= 3x8 11 7-5-0 13-M 20-11-0 7-5-0 6-1-1 7-5-0 Plate Offsets( - -4,0-2-131 f7:0-4-9.0-2-131 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) 0.26 7-8 >947 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.47 Vert(TL) 0.22 7-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) -0.03 7 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:114 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 5-11-1 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-4 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-1-2,Right 2x6 SP No.2 3-1-2 REACTIONS (Ib/size) 1=600/0-3-0 (min.0-1-8),7=600/0-3-0 (min.0-1-8) Max Herz 1=189(LC 11) Max Upliftl=-570(LC 12),7=-570(LC 12) Max Grav1=669(LC 2),7=669(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-983/1174,2-3=-859/1198,3-4=-841/1216,4-5=-841/1216,5-6=-859/1198, 6-7=-983/1174 BOT CHORD 1-11=-909/774,10-11=-909/774,10-12=-550/547,12-13=-550/547, 13-14=-550/547,9-14=-550/547,8-9=-550/547,8-15=-909/774,7-15=-909/774 WEBS 4-8=-564/298,5-8=-302/247,4-10=-564/298,3-10=-302/247 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=2ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Corner(3)0-0-0 to 5-3-9,Exterior(2)5-3-9 to 10-5-8,Comer(3)10-5-8 to 15-7-7 zone;porch left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)"This truss has been 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=5.Opsf. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except(jt=1b)1=570,7=570. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard M ■ '•LICENSE'•; No.42704 • Rt PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Truss Type Qty Ply Riverside Homes A0055603 17933 F04 GABLE 1 1 Job Reference(optional) Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc.Tue Sep 09 11:32:36 2014 Page 1 ID:oDiShKIVnfObXt T8kEYRMzysVC6-W Wfxy941 Yl7L4Ax5RAA6Km t pCJSYs 1?ot Ziq W 7yfOJf 3 6 0 1058 17-5-0 Mo- 3�0 6-11-8 6-11-8 3 6 0 Scale=1:45.5 46 11 S 7.00 F12 2x4 11 2x4 I I 8 3 6x8 6x8 T 2 2 1 11 II 11VI2 10 N - V �O FEI C6 O 5x6 11 15 14 13 12 11 5x6 II 3x6= 2x4 11 3x8- 3x6= 2x4 11 3x6= 3 6 0 10-5-8175-0 20-11-0 1499#-1232# 3 6 0 6-11$ _ 6-11-8 3-6-0 14 -12329 Plate Offsets(X,Y): (2:0-2-2,0-2-01,(9:0-2-2,0-2-01,110:Edge 0-0-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.89 Vert(LL) 0.18 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.18 14-15 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.40 ! Horz(TL) 0.08 10 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:135 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2*Except* TOP CHORD Sheathed or 2-8-8 oc purlins. T2:2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-5-4 oc bracing. BOT CHORD 2x4 SP No.2 JOINTS 1 Brace at Jt(s):6,4,7 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 2-4-0,Right 2x4 SP No.3 2-4-0 REACTIONS (Ib/size) 1=1265/0-3-0 (min.0-1-12),10=1265/0-3-0 (min.0-1-12) Max Horz1=189(LC 7) Max Upliftl=-1232(LC 8),10=-1232(LC 8) Max Grav 1=1499(LC 2),10=1499(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-2539/2074,2-3=-1685/1329,3-5=-1603/1370,2-4=-451/443, 4-6=-455/447,6-7=-455/447,7-9=-451/443,5-8=-1603/1370,8-9=-1685/1329, 9-10=-2538/2074 BOT CHORD 1-16=-1674/2081,15-16=-1674/2081,14-15=-1668/2076,13-14=-1668/2076, 12-13=-1668/2076,11-12=-1674/2081,10-11=-1674/2081 WEBS 2-14=-404/296,6-14=-380/343,9-14=-404/296,5-6=-899/920 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=Oft;Cat.II;Exp C;Encl.,GCpi=0.18;MW FRS(directional);porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)Provide adequate drainage to prevent water ponding. 5)Gable studs spaced at 4-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) ,`� ..,�� except Qt=lb)1=1232,10=1232. �•4�CiENSE � 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. .'S� ;� ` 11)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. +•�► ,�i 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)110 Ib down and `, 46 Ib up at 17-5-0,and 110 Ib down and 46 Ib up at 3-6-0 on bottom chord. The design/selection of such connection • No•42704 ■ Conded"(la)jSa"3esponsibility of others. *; r • PDF created with pdfFactory Pro trial version wwwpdffactorycom Job Truss hiss ype Py Riverside Homes 17933 F04 A0055603 GABLE 1 1 Job Reference o tional Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc. Tue Sep 0911:32:36 2014 Page 2 NOTES ID:oDiShKIVnfObXlT8kEYRMzysVC6-W Wfxy941 Y17L4Ax5RAA6Km 1 pCJSYsl?o1 Z1gW 7yfOJf 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)Regular.Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=44,2-5=-96(F=-52),2-9=40(F),5-9=-96(F=-52),9-10=-44,1-15=-10,12-15=-13(F=-3),10-12=-10 Concentrated Loads(lb) Vert:15=-63(F)12=-63(F) LICENSE'% m No.42704 % R_ f' e... PDF created with pdfFactory Pro trial version www.pdffacto[y.com F17933 Truss Truss Type Ply Riverside Homes A0055604 G01 Flat Girder 1 1 Job Reference(optional) Panei-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 Welk Industries,Inc.Tue Sep 09 11:32:37 2014 Page 1 ID:oDiShKNnfObX1 T8kEYRMzysVC6-JDJ9V5gJ3FCiKW H1uhLs_Z5mjxpbXlxGDU02ZyfOJe 3.11-4 7-10 8 3-11-4 3-11A Scale:3/4"=1' _ 2x4 11 3x4= 1 3x4 2 3 1 Lj 1. W1 W1 2 W1 38 -278# 389#1 8# SIMPSON 5 SIMPSON 4 LUS24 3x8_ LUS24 6 2x4 11 2x4 11 3-11-4 7-10-8 3-11-4 311-4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) 0.02 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.15 Vert(TL) -0.03 5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:40 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS (Ib/size) 6=328/Mechanical,4=328/Mechanical Max Uplift6=-278(LC 4),4=-278(LC 4) Max Grav6=389(LC 2),4=389(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-6=-361/247,1-2=-584/418,2-3=-584/418,3-4=-361/247 WEBS 1-5=-450/629,2-5=-400/252,3-5=-450/629 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=5ft;Cat.11;Exp C;Encl.,GCpi=0.18;MW FRS(directional);porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except Qt=1b)6=278,4=278. 7)Girder carries hip end with 0-0-0 right side setback,0-0-0 left side setback,and 4-8-0 end setback. 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)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-71(F=-27),4-6=-16(F=-6) LIGENSE'•- Na42704 :"� PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Truss Type Ply Riverside Homes A0055605 17933 HJ01 Diagonal Hip Girder 2 1 Job Reference o clonal Panel-Tek of North Florida,Inc.,SL Augustine,FL Run:7.410 5 Feb 14 2013 Print:7.410 s Feb 14 2013 Mi rek Industries,Inc. Tue Sep 09 11:32:37 2014 Page 1 ID:oDiShKIVnfObX1 T8kEYRMzysVC6-JDJ9V5gJ3FCiKW H?uhLs_Z8HjxPba UxGDU02ZyfOJe 4-10-10 4-10-10 1 Scale=1:17.1 4.95112 T1 1 W B1 # 4 0 4 3x8 11 70#/-104# 4-10-10 4-10-10 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.23 Vert(LL) 0.05 3-4 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.04 3-4 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.00 Horz(TL) -0.02 2 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:16 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 4-10-10 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS (Ib/size) 4=51/0-4-4 (min.0-1-8),2=79/Mechanical,3=24/Mechanical Max Horz4=58(LC 8) Max Uplift4=-104(LC 7),2=-74(LC 8),3=-57(LC 8) Max Grav4=70(LC 3),2=96(LC 2),3=62(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-Ali forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=Oft;Cat.ll;Exp C;Encl.,GCpi=0.18;MW FRS(directional);end vertical left exposed;porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)2,3 except Qt=1b)4=104. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Trapezoidal Loads(plf) Vert:1=0(F=22,B=22)-to-2=-54(F=-5,B=-5),4=0(F=5,B=5)-to-3=-12(F=-1,B=-1) LICENSE�•• No.4Z7o4 s �. R� .•• PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Truss Type Ply Riverside Homes A0055806 17933 HJ02 Diagonal Hip Girder 1 1 Job Reference(optional) Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MTek Industries,Inc.Tue Sep 09 11:32:38 2014 Page 1 ID:oDiShKIVnfObXlT6kEYRMzysVC6SvniNr614MN3JU5TZbCa PB6JA7HhK 1 k5UtExaOyfOJd 4-11-6 4-11-6 Scale=1:17.2 4.95 12 98#/- 71 1 W B1 R g 3� 6 4 M'317# 1 4-11-6 4-11-6 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) -0.02 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.17 Vert(TL) -0.04 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:16 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 4-11-6 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS (Ib/size) 6=50/0-7-6 (min.0-1-8),5=26/Mechanical,2=80/Mechanical Max Horz6=60(LC 8) Max Uplift6=-37(LC 7),2=-71(LC 8) Max Grav6=69(LC 3),5=66(LC 3),2=98(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=Oft;Cat.II;Exp C;Encl.,GCpi=0.18;MW FRS(directional);end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)6,2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Trapezoidal Loads(plf) Vert:1=0(F=22,B=22)-to-2=-53(F=-4,B=-4),2=-23(F=-4,B=-4)-to-3=-24(F=-5,B=-5),6=0(F=5, B=5)-to-4=-12(F=-1,B=-1) M �I. �LICE NS412 _ ■Ids 42704 �• Rt PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Truss Type Oty Ply Riverside Homes A0055607 17933 HJ03 Diagonal Hip Girder 2 1 Job Reference(optional) Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 Walk Industries,Inc.Tue Sep 09 11:32:38 2014 Page 1 ID:oDiShKNnfObXIT8kEYRMzysVC6-SvniNB14MN3JU5TZbCaPB6JQ716K1 PSUtExaOyfOJd 3-" 44-10 4-5-112 344 1 0 6 Q1-2 Scale=1:16.3 4.95 12 2x411 941N 2 91 T1 B2 r 1 W1 7 2x4= W R B1 4 8 2x4 I 9 3x8 11 60#/-36# 3-" 4-4-10 4 5 12 344 1-0-6 GA 2 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.20 Vert(LL) 0.02 8 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.03 8 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.02 Horz(TL) -0.01 6 n/a n/a BCDL 5.0 Code FBC2010ITP12007 (Matrix) Weight:17 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 4-5-12 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS (Ib/size) 9=40/0-7-6 (min.0-1-8),6=7/Mechanical,3=78/Mechanical Max Horz 9=53(LC 7) Max Uplift9=-36(LC 7),3=-58(LC 8) Max Grav9=60(LC 3),6=22(LC 3),3=94(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=Oft;Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(directional);end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)9,3. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Trapezoidal Loads(plf) Vert:1=0(F=22,B=22)-to-3=-47(F=-2,B=-2),3=-17(F=-2,B=-2)-to-4=-19(F=-3,B=-3),9=0(F=5, B=5)-to-8=-8(F=1,B=1),7=-8(F=1,B=1)-to-5=-11(F=-1,B=-1) No.427p4 PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss �TrussType Qty PlyRiverside Homes A0055608 17933 HJ04 Diagonal Hip Girder 1 1 Job Reference(optional) Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 Welk Industries,Inc.Tue Sep 0911:32:39 2014 Page t ID:oDiShKIVnfObX1T8kEYRMzysVC6-w5L4aB7wrgVwxegf6ljpyPePTXae3QrEjXzU6Sytc Jc 4-9-10 9-6-13 9--3 4-9-10 4-9-3 0 -6 Scale=1:26.7 73# 4.95 12 3x4 2 3x4 1 B1 _ 04# O 0 6 5 0 7 4X6= 3x4= 2x4= 241#/-25# 4-9-10 9-6-13 4-9-10 4-9-3 6 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.02 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.06 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.27 Horz(TL) -0.01 3 n/a n/a BCDL 5.0 Code FBC2010ITP12007 (Matrix) Weight:47 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS (Ib/size) 7=203/0-7-6 (min.0-1-8),3=179/Mechanical,4=227/Mechanical Max Horz 7=208(LC 8) Max Uplift7=-25(LC 8),3=-173(LC 8),4=-104(LC 8) Max Grav7=241(LC 2),3=253(LC 13),4=272(LC 13) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-474/74 BOT CHORD 5-6=-254/454 WEBS 1-6=-83/405,2-5=-515/288 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=Oft;Cat.11;Exp C;Encl.,GCpi=0.18;MW FRS(directional);end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)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. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)7 except 0t=11b)3=173,4=104. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Trapezoidal Loads(plf) Vert:1=0(F=22,B=22)-to-3=-106(F=-31,B=-31),7=0(F=5,B=5)-to-4=-24(F=-7,B=-7) LICENSE ; * No.42704 ,�. R� ` PDF created with pdfFactory Pro trial version www.pdffactory.com ;Job �T—spe �PlYRONberRside Homes A0055609 ���Tnjss 05 Hip Girder 2 ference(optional) Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MRek Industries,Inc.Tue Sep 09 11:32:40 2014 Page 1 ID:oDiShKIVnfObX1 T8kEYRMzysVC6-OlvSoX7Yc_dnZoFsgOE2 UcBZMxwW otVNyBj2fuyfOJb 4-11-6 9-10-7 4-11-6 4-11-1 -6 Scale=1:27.4 4.95 F12 3x4 2 3x4 1 B1 11# 4 6 5 0 7 46= 3x4= 2x4= 256#1-28# 4-11-6 9-10-7 9-19-13 4-11.6 4-11-1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.02 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.07 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(TL) -0.01 3 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:49 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS (Ib/size) 7=216/0-7-6 (min.0-1-8),3=191/Mechanical,4=241/Mechanical Max Horz 7=221(LC 8) Max Uplift7=-28(LC 8),3=-184(LC 8),4=-111(LC 8) Max Grav7=256(LC 2),3=269(LC 13),4=290(LC 13) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-7=-252/31,1-2=-508/80 BOT CHORD 5-6=-273/489 WEBS 1-6=-90/434,2-5=-554/309 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=Oft;Cat.ll;Exp C;Encl.,GCpi=0.18;MW FRS(directional);end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for 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 ft between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Bearing atjoint(s)7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)7 except Qt=1b)3=184,4=111. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Trapezoidal Loads(plo Vert:1=0(F=22,B=22)-to-3=-109(F=-32,B=-32),7=0(F=5,B=5)-to-4=-25(F=-7,B=-7) M ■ .�NN.Ihr.i e� •.•' LICENSE%;���s� No.42704 '• R1 •M� PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Truss Type Ply Riverside Homes A0055610 17933 HJ07 Diagonal Hip Girder 1 1 Job Reference(optional) Pan&Tek of North Florida,Inc.,St.Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc.Tue Sep 0911:32:40 2014 Paal�e 1 I D:oDiShKIVnfObX1 T8kEYRMzysVC6-OlvSoX7Yc_dnZoFsg0E2 U cBXvxsSosQNyBj 2fuytc7Jb 4-11-0 9-9-11 9 -1 4-11-0 4-10-11 -6 Scale=1:19.9 2.12 F12 251 2# 3x4= 2 1 3 W2 B1 4 6 5 0 2x4 11 3x4— 7 3x6 I I 251#1-228# 4-11-0 9-9-11 9-10-1 4-11-0 4-10-11 -6 Plate Offsets MY): (7:0-3-0,0-0-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) 0.13 5-6 >875 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.16 5-6 >695 180 BCLL 0.0 Rep Stress Incr NO WB 0.37 Horz(TL) -0.03 3 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:38 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 5-11-14 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-0-3 oc bracing. WEBS 2x4 SP No.3*Except* W3:2x6 SP No.2 REACTIONS (Ib/size) 7=211/0-4-4 (min.0-1-8),3=204/Mechanical,4=219/Mechanical Max Horz 7=97(LC 8) Max Uplift7=-228(LC 4),3=-162(LC 4),4=-203(LC 4) Max Grav7=251(LC 2),3=251(LC 15),4=252(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-781/575 BOT CHORD 6-7=-641/759,5-6=-641/759 WEBS 2-5=-785/663 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=Oft;Cat.11;Exp C;Encl.,GCpi=0.18;MW FRS(directional);end vertical left exposed;porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb)7=228,3=162,4=203. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Trapezoidal Loads(plf) Vert:1=-0(F=22,B=22)-to-3=-108(F=-32,B=-32),7=-0(F=5,B=5)-to-4=-25(F=-7,B=-7) �•": LICENSE'ti * No.427Q4 .�. R .. .bass PDF created with pdfFactory Pro trial version www.pdffactory.com ;Job Truss �T:sTyp�a�� Oty Ply Riverside Homes3 M01 g 1 A00555 Job Reference(opfional) r•a��er ac or worm Florida,inc.,oc Augustine,rL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc. Tue Sep 09 11:32:412014 Page 1 ID:oDiSh KIVnfObX1 T8kEYRMzysVC6-s USq?t8ANH IdAxp2 EjIH 1 q kj PKApXH HXArSbBLyfOJa 7512 _- 14-11 7-512 7512 3x4 I Scale=1:29.7 4 3.00 12 3x4 3 3x4 VVI9 2 4 3x4 1 cl B1 6 2x4 11 5 4749/-381# 3x 4749/-426# 7512 14-11-8 75 Plate Offsets(X,Y): [1:0-3-0.0-2-151 7512 12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) 0.31 1-6 >580 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.72 Vert(TL) 0.26 1-6 >681 180 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) -0.04 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:70 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 5-4-13 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-7-8 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-5 SLIDER Left 2x4 SP No.3 3-9-8 REACTIONS (Ib/size) 1=400/0-3-0 (min.0-1-8),5=400/0-5-8 (min.0-1-8) Max Horz 1=162(LC 12) Max Upliftl=-381(LC 12),5=-426(LC 12) Max Grav 1=474(LC 2),5=474(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1007/1442,2-7=-954/1451,3-7=-918/1458 BOT CHORD 1-6=-15261926,5-6=-1526/926 WEBS 3-6=-530/252,3-5=-937/1550 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=16ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interior(1)5-0-0 to 14-9-12 zone;porch left exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b)1=381,5=426. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ;'+LICENSE'•; N0.4Z704 • s '• R1 PDF created with pdfFactory Pro trial version www.pdffactory.com r . Job Truss Truss Type Ply Riverside Homes A0055812 17933 M02 Hal Hip 1 1 Job Reference(optional) Panel-Tek of North Florida,Inc.,SL Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 Mi rek Industries,Inc.Tue Sep 09 11:32:412014 Page 1 ID:oDiShKIVnfObX1 T8kEYRMzysVC6-sUSq?t8ANHIdAxp2EjIH 1 gkjeKAaXA2XArSbBLyfoJa 7-10-0 1311 8 14-11-8 7-10-0 6-1-8 1-01 Scale=1:30.1 3x6= 3x4= 4 5 T2 3.00 12 3x4= 3 3x4% T1 w d 2 3x4= 1 B1 LJ 5x6 11 7 2x4 11171 6 474#/-384# 74fiNt24# 7-10-0 14-11-8 7-10-0 7-1-8 Plate Offsets(X,Y): f1:0-3-0,0-2-151,[5:Edge,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) 0.37 1-7 >476 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.74 Vert(TL) 0.32 1-7 >557 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 Horz(TL) -0.04 6 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight 70 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 5-3-11 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-4-0 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 3-11-11 REACTIONS (Ib/size) 1=400/0-3-0 (min.0-1-8),6=400/0-5-8 (min.0-1-8) Max Horz 1=154(LC 12) Max Upliftl=-384(LC 12),6=-424(LC 12) Max Grav 1=474(LC 2),6=474(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-970/1449,2-8=-915/1460,8-9=-903/1465,3-9=-877/1467 BOT CHORD 1-7=-1550/888,6-7=-1550/888 WEBS 3-7=-533/254,3-6=-898/1570 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=14ft;Cat.Il;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interior(1)5-0-0 to 13-11-8,Exterior(2)13-11-8 to 14-9-12 zone;porch left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except Qt=lb)1=384,6=424. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �tj-`LICENSE`•. m No.42704 ? ra Ilk•e• Rl . PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Truss Type Ply Riverside Homes A0055813 17933 M03 Hal Hip 1 1 Job Reference(optional) Panel-Tek of North Florida,Inc.,Sl Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 Mfrek Industries,Inc.Tue Sep 09 11:32:42 2014 Page 1 ID:oDOhKNn10bX1T8kEYRMzysVC6-LgOCDD9o8btUo5OEoRGWZ1 GwBkVWGgYgPVC9jnyfOJZ 7-10-0 11-11-8 1411-8 7-10-0 41-8 3-0-0 Scale=1:27.7 46= 2x4 11 4 5 3.00 12 T2 F1 2x4 I 3 3x4% T1 �} 2 2 3x4= 1 B1 I I 73x4= 6 3x6= 474#/-388ff 474#/-019# 7-10-0 11-11-8 1411-8 7-10-0 4-" 3-0-0 Plate Offsets(X,Y): r1:0-3-0.0-2-151 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) 0.36 1-7 >495 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.76 Vert(TL) 0.31 1-7 >579 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(TL) -0.03 6 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:72 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 5-0-15 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-3-2 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 3-11-11 REACTIONS (Ib/size) 1=400/0-3-0 (min.0-1-8),6=400/0-5-8 (min.0-1-8) Max Horz 1=134(LC 12) Max Upliftl=-388(LC 12),6=-419(LC 12) Max Grav1=474(LC 2),6=474(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-949/1501,2-8=-892/1511,3-8=-882/1517,3-4=-929/1598 BOT CHORD 1-7=-1572/865,6-7=-547/325 WEBS 3-7=-347/298,4-6=-487/794,4-7=-1319/695 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=12ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interior(1)5-0-0 to 11-11-8,Exterior(2)11-11-8 to 14-9-12 zone;porch left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except Qt=1b)1=388,6=419. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ��.:•`LICENSE'• � No.#Z7Q4 '. RI .•` •w• PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Truss Type Ply Riverside Homes A0055614 17933 M04 Hal Hip 1 1 Job Reference(optional) Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc.TueSepp 09 11:32:42 2014 Paal�e 1 ID:oDiShKIVnfObXlT8kEYRMzysVC6-LgOCDD9o8btUo5OEoRGWZ1 GwSkVxGmHgPVC9jnytc�JZ 7-10-0 9-11$ 14-11-8 7-10-0 2-1 8 5-0-0 Scale=1:28.6 4x6= 3x4__ 4 5 3.00 12 2x4 O T2 3 3x4-- 2 2 T1 N 3x4= VV d N 1 B1 5x6 11 7 3x8= 6 3x6 11 474#/-393# 474#/-415# 9-11-8 14-11.8 9-11-8 5-0-0 Plate Offsets(X,Y): f1:0-3-0,0-2-151 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.52 Vert(LL) 0.43 1-7 >413 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.49 1-7 >362 180 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.02 6 n/a n/a BCDL 5.0 Code FBC2010ITP12007 (Matrix) Weight 71 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 5-1-12 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-11-10 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 3-11-9 REACTIONS (Ib/size) 1=400/0-3-0 (min.0-1-8),6=400/0-5-8 (min.0-1-8) Max Horz 1=114(LC 8) Max Upliftl=-393(LC 8),6=-415(LC 8) Max Grav 1=474(LC 2),6=474(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-921/673,2-3=-866/687,3-4=-619/557,4-8=-572/542,5-8=-572/542, 5-6=-467/401 BOT CHORD 1-7=-720/840 WEBS 3-7=-371/250,5-7=-623/645 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=l oft;Cat.II;Exp C;Encl.,GCpi=0.18;MW FRS(directional);porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b)1=393,6=415. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard X10. LICENSE r No.42704 Rt PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Truss Type Qty Ply Riverside Home�(,,bonlj A0055615 17933 M05 Half Hip Girder 1 1 Job Reference raver I el or North Florida,Inc.,SL Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MITek Industries,Inc. Tue Sep 09 11:32:43 2014 Page 1 ID:oDiShKNnfObX1 T8kEYRMzysVC6-ptabQZAQvv?LQFzRL8016Fp5m8pi?70ge9xiFDyfOJY 1 4-1-8 7-11-8 11-3-12 1411-8 -- ----- - 4-1-8 3-10-0 34-4 3-7-12 Scale=1:27.9 4x6= 2x4 II 3x8= 3.o0 F12 4 5 6 3x4= 3 3x8 2 1 N4 2 1 N 5x6 11 10 9 8 2x4 11 6x8= 5x8= 7 3x6 11 1060#/427# 13.58#!582# 4-1.8 7-0-0 7-11-8 115-12 14-11-8 4-1-8 2-10-8 0 11$ 344 3-7-12 Plate Offsets(X,Y): (1:0-3-0,0-2-151 [9:0-3-8.0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) -0.13 9-10 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.25 9-10 >706 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.74 Horz(TL) 0.05 7 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:75 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 30*Except* TOP CHORD Sheathed or 3-7-13 oc purlins, except end verticals. T2:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-7-1 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 2-0-12 REACTIONS (Ib/size) 1=895/0-3-0 (min.0-1-8),7=1146/0-5-8 (min.0-1-10) Max Horz 1=94(LC 8) Max Upliftl=-427(LC 8),7=-582(LC 8) Max Grav 1=1060(LC 2),7=1358(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-2882/1152,2-3=-2837/1156,3-4=-2671/1101,4-5=-1653/707, 5-11=-1653/707,6-11=-1653/707,6-7=-1211/538 BOT CHORD 1-10=-1154/2693,10-12=-1154/2693,9-12=-1154/2693,8-9=-1064/2523 WEBS 4-9=-368/974,4-8=-1060/436,5-8=-281/184,6-8=-829/1940 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=8ft;Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb)1=427,7=582. 7)Girder carries hip end with 0-0-0 right side setback,8-0-0 left side setback,and 7-11-8 end setback. 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)823 Ib down and 345 Ib 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)Regular.Lumber Increase=1.25,Plate Increase=1.25 .•'.+.+ ' Uniform Loads(plf) s1.•' LICENSE`+' ' ' R- r3 Vert:1-4=-44,4-6=-64(F=-20),1-9=-10,7-9=-68(F=-58) . f No.42704 Continued on page 2 * i • • '• R1 fall 1, 0"4 PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Truss Type 7R.,yberside Homes17933 M05 HalfHip Girder 1 Reference(optional) Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410s Feb 14 2013 MTek Industries,Inc.Tue Sep 0911:32:43 2014 Pagge 2 ID:oDiShKNnfObX1T8kEYRMzysVC6-ptabQZAQvv?LQFzRL8ol6Fp5m8pi?7Qge9xiFDyf y LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:12=-694(F) * LICENSE N0.42704 i Na.42744 I * :* � ,. •�F PDF created with pdfFactory Pro trial version www.pdffactoEy.com Job Truss Truss Type Qty Ply Riverside Homes A0055616 17933 M06 Monopitch 7 1 Job Reference o tional Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print:7.410 s Feb 14 2013 MiTek Industries,Inc.Tue Sep 09 11:32:44 2014 Page 1 ID:oDiShKNnfObX1 T8kEYRMzys VC6-H38zdvB3gC7C 1 PYdvsJ_fS M9JYEdklDztphFofyfOJX 7-0 8 i 7-6 8 --- -- 2x4 11 Scale=1:16.9 3 4 3.00 12 3x4 2 T1 3x4= W1 0 r N 1 1 B1 2401N-21 5x6 11 6 5 2x4 11 7-6-8 Plate Offsets(X.Y. ,0-2-151 _ 7-6-8 _ LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.95 Vert(LL) 0.25 1-6 >349 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.31 1-6 >288 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code FBC2010ITP12007 (Matrix) Weight:31 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 2-2-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 3-8-12 REACTIONS (Ib/size) 1=199/0-3-0 (min.0-1-8),6=203/Mechanical Max Horz 1=89(LC 8) Max Upliftl=-1 87(LC 8),6=-217(LC 8) Max Grav 1=235(LC 2),6=240(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=15ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for 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 ft between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except Qt=1b)1=187,6=217. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard M M. •LICENSE••• *= No.42704 ., Rt 9"6 PDF created with pdfFactory Pro trial version www.pdffacto[y.com Job Truss Truss Type CIty Ply Riverside Homes A0055617 17933 M08 Monopitch Supported Gable 1 1 Job Reference(optional) Panel--Tek of North Florida,Inc.,St Augustine,FL _- Run:7.410 s Feb 14 2013 Print 7.410 a Feb 14 2013 MITek Industries,Inc.Tue Sep 0911:32:44 2014 Pale 1 ID:oDiShKIVnfObX1 TBkEYRMzysVC6-H38zdvB3gC7C1 PYdvsJ_fSMInYLskkEztphFomix 8-2-0 8-2-0 2x4 11 Scale=1:16.9 5 4 2x4 11 3 3.00 12 3x4= 2x4 11 2 W1 ST2 N 1 T1 $T1 10 9 8 7 6 3x4 11 3x4= 2x4 11 2x4 11 2x4 11 8-2-0 8-2-0 Plate Offsets MY): f1:0-1-8,0-1-31 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.13 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:35 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS All bearings 8-2-0. (Ib)- Max Horz 1=82(LC 12) Max Uplift All uplift 100 Ib or less atjoint(s)1,6,7 except 9=-113(LC 12) Max Grav All reactions 250 Ib or less atjoint(s)1,6,7 except 9=259(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-9=-217/428 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=Oft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Comer(3)0-0-0 to 5-0-0,Exterior(2)5-M to 8-0-4 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)Gable requires continuous bottom chord bearing. 4)Gable studs spaced at 2-0-0 oc. 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 8)Solid blocking is required on both sides of the truss atjoint(s),1. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,6, 7 except(jt=lb)9=113. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 00-1 0.0131mlu�_ '_l"ICENSE • s NoX427p4 Rt .•''• PDF created with pdfFactory Pro trial version www.pdffactoa.com Job Truss Truss Type ply Riverside Homes A0055618 17933 M09 Jack-Closed 3 1 Job Reference o tional Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 M7ek Industries,Inc.Tue Sep 09 11:32:45 2014 P e 1 ID:oDiShKlvnfObX1T8kEYRMzysVC64FiLrEBhRWF3fZ7pTZgDBguT1ydeTCT75TQpK6y 3JW 4-7-8 4-7-8 Scale=1:12.1 3.00 12 105#/- T1 1 W1 131 61#! g 3x6 11 4 1139#1_109# 4-7-8 Plate Offsets MY): [4:0-34,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) 0.09 3-4 >607 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.35 Vert(TL) 0.07 3-4 >694 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.03 2 n/a n/a BCDL 5.0 Code FBC2010fTPI2007 (Matrix) Weight:14 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 4-7-8 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x6 SP No.2 REACTIONS (Ib/size) 4=117/0-3-0 (min.0-1-8),2=86/Mechanical,3=31/Mechanical Max Horz 4=43(LC 12) Max Uplift4=-109(LC 12),2=-73(LC 12),3=-55(LC 12) Max Grav4=139(LC 2),2=105(LC 2),3=61(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=23ft;Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;porch left exposed;C-C for members and forces 8 MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,3 except Qt=1b)4=109. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard lea M. .= LICENS9%. • *= No.42704 ' . i '. Rt ...,, PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Truss Type Qty Ply Riverside Homes A0055619 17933 MG01 MONO TRUSS 1 1 Job Reference(optional) Pan&Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MITek Industries,Inc.Tue Sep 09 11:32:45 2014 Page 1 ID:oDiShKIVnfObX1 T8kEYRMzysVC6-IFiLrE BhR W F3fZ7pTZgDBguTfyTRT7y75TQpK6yffOJ W 33-14 6-10-0 33 14 3-6-2 Scale=1:29.8 4 2x4 I 7.00 12 3x6 i 3 1 Ni 3x4 i 1 2 Ar- 1 1 B1 10 1# 6 SIMPSON 3x6 I I 3x6 11 HTU265 1020#/-319# 3x4 3-3-14 6-10-0 Plate Offsets(X,Y): [1:0-2-12.0-0-11 3S2 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.333 Vert(LL) -0.03 5-6 >999 240 1 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 1.00 Vert(TL) -0.06 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.35 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:40 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 5-4-7 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-3-8 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 1-10-12 REACTIONS (Ib/size) 1=789/0-3-8 (min.0-1-8),5=789/Mechanical Max Horz 1=173(LC 8) Max Upliftl=-319(LC 8),5=-431(LC 8) Max Grav 1=1020(LC 13),5=1052(LC 13) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1078/296,2-3=-1043/310 BOT CHORD 1-6=-372/885,5-6=-372/885 WEBS 3-6=-331/1047,3-5=-1081/455 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=7ft;Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb)1=319,5=431. 6)Girder carries tie-in span(s):15-9-3 from 0-0-0 to 6-10-0 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-5=-192(F=-182),14=44 ■ A ' •�LICENSE�•;��� .RI +1 PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss lRoosfsspe"al ype �Ply Rivers de Homes 17933 MG02 Girder 1 A0055820 2 Job Reference o tional Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MTek Industries,Inc.Tue Sep 09 11:32:46 2014 Page 1 ID:oDiShKIVnfObXlT8kEYRMzysVC6-DRGj2aCJCgNwHji01 HLSktRVPLsQCQbGK7AMsYyfOJV 6-06 11-9-4 15-510 19-2-0 22-8-1 24-8-0 6-0 6 58-14 3-8 6 3-8-6 3-6-1 5x8 11 Scale=1:75.7 2x4 11 6 7 7.00 12 2x4 I I 5 5x6 4 3.00 12 4x6% W 2 3 a 3x4= 2 5x8= 1 0 W B1 B3 M15ggH 14 13 12 11 10 9 8 5737#/-j217#SII 8x10= 4x6= 6x8 4x6 10x14 II 8 W1� = 11-9-0 15510 19-2-024$-0 6 0 6 58-14 3S6 3-&6 550 Plate Offsets(X,Y): [8:Edge,0-6-01 [14:0-3-8,04-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/def! L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.91 Vert(LL) -0.21 13 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.40 11-13 >729 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.97 Horz(TL) 0.05 8 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:513 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed, except end verticals. BOT CHORD 2x8 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-11-5 oc bracing. WEBS 2x4 SP No.3`Except" WEBS 1 Row at midpt 6-10,7-8,6-8 W1:2x4 SP M 30,W11:2x4 SP No.2,W2:2x6 SP No.2 REACTIONS (Ib/size) 15=4850/0-4-0 (min.0-3-6),8=7587/(0-3-8+bearing block) (req.0-5-6) Max Horz 15=327(LC 8) Max Upliftl5=-2217(LC 8),8=-3650(LC 8) Max Grav 15=5737(LC 2),8=9113(LC 13) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-7981/3070,2-3=-8631/3298,3-4=-7222/2763,4-5=-5378/2077, 5-6=-5364/2165,1-15=-4867/1892 BOT CHORD 14-15=-402/261,13-14=-3272/7796,12-13=-3419/8394,11-12=-3419/8394, 10-11=-2556/6290,10-16=-541/1343,9-16=-541/1343,8-9=-541/1343 WEBS 2-14=-863/357,2-13=-192/785,3-13=-465/1152,3-11=-3574/1466, 4-11=-1555/3891,4-10=-3619/1518,6-10=-4513/11248,1-14=-3059/8034, 6-8=-8311/3348 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:2x8-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,Except member 5-10 2x4-1 row at 0-5-0 oc,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)2x8 SP No.2 bearing block 12"long atjt.8 attached to each face with 4 rows of 10d(0.131"x3")nails spaced 3"o.c.16 Total fasteners per block.Bearing is assumed to be SP No.2. 4)Unbalanced roof live loads have been considered for this design. 5)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; �■ eave=23ft;Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 6)All plates are MT20 plates unless otherwise indicated. ��,..•.•.��', 7)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1, '� % , 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 byLICEN 5E4 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=S.Opsf. 9)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. a ? 4.+�27Q 10)Provide metal plate or equivalent at beadng(s)8 to support reaction shown. N NoV Continued on page 2 *�; �s PDF created with pdfFactory Pro trial version www.pdffactory.com Job Tn1ss Truss Typety Ply Riverside Homes A0055620 17933 MG02 Roof Special Girder 1 2 Job Reference(optional) PanepTek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc.Tue Sep 09 11:32:46 2014 Page 2 ID:oDiShKIVntObX1 T8kEYRMzysVC6-DRGj2aCJCgNwHji01 H LSktRVPLsQCQbGK7AMsYyfDJV NOTES 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)15=2217,8=3650. 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)5737 Ib down and 2256 Ib up at 19-2-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-44,3-6=-44,6-7=-44,15-16=-268(8=-258),9-16=-298(B=-258),8-9=-268(B=-258) Concentrated Loads(lb) Vert:10=-4748(F) �.`LIGENSE'•• No.427Q4 ' PDF created with pdfFactory Pro trial version www.pdffactory.com Job �Tnjss Truss Type Ply Riverside Homes 17933 3 Half Hip Girder 1 1A0055621Job Reference optional)Panel-Tek of North Florida,In., t Augustine,FL Run:7.410 5 Feb 14 2013 Print 7.410 s Feb 14 2013 MITek Industries,Inc. Tue Sep 09 11:32:47 2014 Page 1 ID:oDiShKIVnfObX1 TBkEYRMzysVC6-heg5GwDxy7VnusHCa_shGS_h01HCx3ePZnvwO_yfOJU 3 7-12 X 7-11-8 3.7-12 3 0118118 Scale=1:17.2 4x6= 2x4 11 3 4 3.00 12 3x4= 2 3x4= T1 7W1W2 W3 v 1 1 N B1 sa 5x6 11 s SIMPSONS 3x6LUS24 6x8= 3-11-12 7-0-0 7-11$ 3.11-12 3-0-4 0 11 Plate Offsets( -�-3-0 0 2 151 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) 0.10 1-6 >985 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.12 1-6 >790 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.21 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:38 Ib FT=20 LUMBER BRACING --- — - TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 3-5-10 REACTIONS (Ib/size) 1=256/0-3-0 (min.0-1-8),5=564/Mechanical Max Horz 1=84(LC 8) Max Uplift1=-235(LC 8),5=-489(LC 8) Max Grav 1=304(LC 2),5=823(LC 16) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-420/227,2-3=-374/233 BOT CHORD 1-6=-254/364,5-6=-220/314 WEBS 3-5=-871/611,3-6=-489/716 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=7ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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 ft between the bottom chord and any other members. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb)1=235,5=489. 7)Girder carries hip end with 0-0-0 right side setback,7-0-0 left side setback,and 7-0-0 end setback. 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)612 Ib down and 262 Ib 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)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-44,3-4=-94(F=-50),1-6=-10,5-6=-21(F=-11) `; LICENSE '- Concentrated Loads(lb) j Vert:6=-347(F) •�� *; N0.42744 PDF created with pdfFactory Pro trial version www.pdffactory.com NINON r17933 Truss Truss Type ty Ply Riverside Homes A0055622 MG04 MONOPITCH GIRDER 2 1 Job Reference(optional) Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print:7.410 s Feb 14 2013 MTek Industries,Inc.Tue Sep 09 11:32:47 2014 P e 1 ID:oDiShKIVnfObX1 T8kEYRMzysVC6-heg5GwDxy7VnusHCa_shG5_n_UFx?5PZnvwOU 4-7-8 7-6-8 4-7-8 2-11-0 2x4 11 Scale=1:17.8 4 5 3.00 F12 3x4= 3 3x4= T1 2 W1 0 N N 1 2 1 131 ll 5x611 8 SIMPSON 7 2x4 11 LUS24 6x8=6 380#/-'A1(W 4-7-8 7-6-8 4-7-8 2-11-0 Plate Offsets(X Y): f1:0-3-0 0-2-151 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) 0.10 1-8 >910 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.34 Vert(TL) 0.08 1-8 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.50 Horz(TL) -0.02 7 n/a n/a BCDL 5.0 Code FBC2010ITP12007 (Matrix) Weight:35 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-5-6 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 2-3-14 REACTIONS (Ib/size) 1=320/0-3-0 (min.0-1-8),7=410/Mechanical Max Horz 1=89(LC 12) Max Upliftl=-31O(LC 12),7=-426(LC 12) Max Grav 1=380(LC 2),7=485(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-798/1478,2-9=-758/1477,3-9=-749/1481 BOT CHORD 1-8=-1485/727,7-8=-1485/727 WEBS 3-8=-1080/425,3-7=-830/1696 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=21ft;Cat.Il;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interior(1)5-0-0 to 7-6-8 zone;porch left exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except(jt=1b)1=310,7=426. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)389 Ib down and 792 Ib up at 4-7-8 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) •+ Vert:14=44,4-5=-14,1-6=-10 +�• +� Concentrated Loads(lb) .�, : LICENSE •; , Vert:8=-328(F) e ti No. 2704 4a Rt +.a6 PDF created with pdfFactory Pro trial version wwwpdffactory.com Job Truss Truss TypePly Riverside Homes A0055623 17933 Vol GABLE 1 1 Job Reference(optional) Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 a Feb 14 2013 Print 7.410 s Feb 14 2013 MTak Industries,Inc.Tue Sep 0911:32:48 2014 Page�1 ID:oDiShKNnfDbX1 TBkEYRMzysVC6-9gNTTGEZRdeWOsOShNwplWw09efgYSZnRfTxRytwT 12-0-11 12-0-11 Scale=1:22.4 2x4 II 3 3.00 F12 2x4 11 2 W1 N 1 FT1 B1 3X4% 5 4 2X4 I I 2x4 I I I LOADING(psf) SPACING 2-0-0 CSI DEFL in (ioc) I/defi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.33 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:40 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS (Ib/size) 1=148/12-0-11 (min.0-1-8),4=42/12-0-11 (min.0-1-8),5=386/12-0-11 (min.0-1-8) Max Horz 1=107(LC 12) Max Upliftl=-51(LC 12),4=-22(LC 12),5=-201(LC 12) Max Grav 1=176(LC 2),4=49(LC 2),5=457(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=-370/377 NOTES 1)Wind:ASCE 7-10;Vult--130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=27ft;B=95ft;L=50ft; eave=18ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2)1-3-0 to 6-3-0,Interior(1)6-3-0 to 11-10-15 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,4 except(jt--lb)5=201. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ICENSE••; 40A� No.42704 Rt ••' ■MN PDF created with pdfFactory Pro trial version www.pdffactory.com • a, Jo toss cuss ype P7i7ob ide Homes A0055624 17933 V02 GABLE 1 eferenceo tional Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Fab 14 2013 M7ek Industries,Inc.Tue Sep 0911:32:48 2014 Page 1 ID:oDiShKNn10bX1T8kEYRMzysVC6-9gNTTGEZ.tRde W OsO8hNwplW?19hRgY5ZnRf rxRyfOJT 13-8-15 13&15 Scale=1:25.8 2x4 11 4 3.00 12 2x4 11 3 2x4 II 2 W1 0 A T 1 gEj B1 d 3x4= 7 6 52x4 II 2x4 11 2x4 11 I LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.15 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:48 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS All bearings 13-8-15. (lb)- Max Horz 1=124(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)1,5 except 6=-112(LC 12),7=-137(LC 12) Max Grav All reactions 250 Ib or less atjoint(s)1,5 except 6=256(LC 2),7=310(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-7=-253/242 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf,h=27ft;B=95ft;L=50ft; eave=16ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)1-3-0 to 6-3-0,Interior(1)6-3-0 to 13-7-3 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,5 except(jt=1b)6=112,7=137. 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� M.- .. LICENSE••;��� *�r N0.4Z704 Rt •ras+ PDF created with pdfFactory Pro trial version www.pdffactory com Job TrussTruss Type Ply Riverside Homes A0055625 17933 V03 GABLE 1 1 Jab Reference(optional) Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MTek Industries,Inc.Tue Sep 0911:32:49 2014 1 ID:oDiShKiVnfObX1TBkEYRMzysVC6-e0xshcEBUINBARaiPu9MW3AiZ11P?_i0KO TP e�JS 9-0-15 915 Scale=1:18.5 2x4 11 3 3.00 F12 2x4 11 2 W1 0 STI 1 V 81 g 0 5 4 3x4% 2x4 11 2x4 11 I LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.14 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code FBC2010ITP12007 (Matrix) Weight:29 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS (Ib/size) 1=77/9-0-15 (min.0-1-8),4=78/9-0-15 (min.0-1-8),5=259/9-0-15 (min.0-1-8) Max Horz 1=78(LC 12) Max Upliftl=-21(LC 12),4=41(LC 12),5=-135(LC 12) Max Grav 1=92(LC 2),4=93(LC 2),5=307(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-5=-259/318 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=14ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)1-3-0 to 6-3-0,Interior(1)6-3-0 to 8-11-3 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable ofwithstanding 100 Ib uplift atjoint(s)1,4 except Qt=lb)5=135. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard \ ;•`LIGENSE•• No.42704 ~• R� �,•e PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss ruse ype Ply Riverside Homes A0055626 17933 VO4 valley 1 1 Job Reference(optional) Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MTek Industries,Inc.Tue Sep 0911:32:49 2014Pa�e 1 ID:oDiShKIVnfObX1 TBkEYRMzysVC6-e0xshcEBUIIVBARaiPu9MW3C4Z2cPOSi05O0TtyfOJS 4-4-15 4-0-15 2x4 11 Scale=1:9.1 3.00 12 2 1 W1 _o 0 q B1 4 0 3 3x4 2x4 11 I LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.09 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:12 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 4-4-15 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS (Ib/size) 1=81/4-3-15 (min.0-1-8),3=81/4-3-15 (min.0-1-8) Max Horz 1=31(LC 12) Max Upliftl=-35(LC 12),3=-43(LC 12) Max Grav 1=96(LC 2),3=96(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf,,BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=12ft;Cat.11;Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 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-M wide will fit between the bottom chord and any other members. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)1,3. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard LIGENSE � No.42704 PDF created with pdfFactory Pro trial version www.pdffactory.com r179133 Truss hiss Type ply RWpslde Hones A0055627 T GABLE 1 1 Job Reference(optional) Panel-Tek of North Florida,Inc.,SL Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MTek Industries,Inc.Tue Sep 0911:32:50 2014 Page 1 ID:oD'ShKNnfObX1 TBkEYRMzysVC6-6DVEuyFpF2uMIKOnG6OOujcKizMu8SKsFlBa?JyfOJR 11-10.12 18-0-0 11-10-12 6-14 7.00 112 e=1:35.9 5 3x6 3.00 12 4 3 m 2 11 1I 1H B1 l32 3x4 11 10 9 8 7 3x6= 18-0-0 18-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.21 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code FBC2010ITP12007 (Matrix) Weight:75 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS All bearings 18-M. (lb)- Max Horz 1=175(LC 9) Max Uplift All uplift 100 Ib or less atjoint(s)1,7,8,9 except 11=-135(LC 8) Max Grav All reactions 250 Ib or less at joint(s)1,7,9 except 8=367(LC 17),11=366(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-12=-271/200,2-12=-260/202 WEBS 5-8=-271/213,2-11=-297/256 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=36ft;Cat.Il;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)O-5-14 to 5-5-14,Interior(1) 5-5-14 to 17-104 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)All plates are 2x4 MT20 unless otherwise indicated. 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,with BCDL=S.Opsf. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,7, 8,9 except(jt--lb)11=135. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard LICENSE'• • ' No.4Z7Q4 *, •k4 PDF created with pdfFactory Pro trial version www.pdffactory.com � s Job TruSS Truss Type Qty Ply Riverside Homes A0055828 117933 V08 GABLE 1 1 .lnh Reference(optional) Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc.Tue Sep 09 11:32:50 2014 Pa�gqe 1 ID:oD'ShKIVnfObX1 T8kEYRMzysVC6-6DVEuyFpF2u MIKOnG6QOujcL?zNh8SisFl8a?JyFUJR 7-11-1 14-0-5 7-11-1 6-14 Scale:3/8"=1' 5 2x4 III 7.00 12 2.4 4 3.00 12 3x6 V1 r 2x4 11 3 2 T F1 F-11 gL i B1 Lj L-1 d 3x4= 8 7 6 2x4 11 2x4 11 2x4 I 14-0-5 14-0-5 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.29 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.16 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:54 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS All bearings 14-0-5. (lb)- Max Horz 1=145(LC 9) Max Uplift All uplift 100 Ib or less atjoint(s)1,6,7 except 8=-102(LC 8) Max Grav All reactions 250 Ib or less at joint(s)1,6 except 7=294(LC 17),8=325(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 4-7=-258/205,2-8=-266/216 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=35ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)1-3-0 to 6-0-5,Interior(1)6-0-5 to 13-10-9 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 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=5.Opsf. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,6, 7 except 01I 8=102. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ILII. LICENSE'• * _ N0.42704 *� PDF created with pdfFactory Pro trial version www.pdffactoU.com Job Truss Truss Type Py Riverside Homes A0055629 17933 1 07 GABLE 1 1 Job Reference(optional) Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 kMTek Industries.Inc.Tue Sep 0911:32:51 2014 Page 1 ID:oDiSh KNrNObXt T8kEYRMzysVC6aP3c5lGSOMODNU azpgxd Rx8 W q Mj8tuq?U Pt7XN foJQ 331 9-4-5 331 6-1-4 Scale=1:25.8 4 2x4 III 7.00 12 2x4 11 T2 3 W11 r` 3.00 FIT g 3x4 2 1 4 B1 Li Li 0 3x4% 2x4 11 6 52x4 11 94-5 9-4-5 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.29 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.15 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:35 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS (Ib/size) 1=85/9-4-5 (min.0-1-8),5=77/9-4-5 (min.0-1-8),6=268/9-4-5 (min.0-1-8) Max Horz 1=115(LC 9) Max Uplift1=-8(LC 8),5=-42(LC 9),6=-88(LC 9) Max Grav 1=101(LC 2),5=102(LC 17),6=322(LC 17) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-6=-295/242 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=32ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)1-3-0 to 3-3-1,Interior(1)3-3-1 to 9-2-9 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 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-"wide will fit between the bottom chord and any other members. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,5, 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 ENSE•:r��� No. 2704 PDF created with pdfFactory Pro trial version www.pdffactory.com ` Job Truss Truss Type Qty Ply Riverside Homes A0055630 17933 V'u Valley 1 1 Job Reference(optional) Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 5 Feb 14 2013 Print 7.410 s Feb 14 2013 Mi-rek Industries,Inc.Tue Sep 0911:32:51 2014 Page 1 ID:oDiShKNnfObXIT8kEYRMzysVC6-aP3c51GSOMODNUazpgxdRx8TFMixtvy,7U Pt7XIyfOJQ 5$0 5-6-0 Scale=1:20.2 2 2x4 I I 7.00 12 W1 ^d N 1 B1 O 2x4 3 2x4 I I I LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) n/a n!a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.23 Vert(TL) n/a n 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code FBC2010ITP12007 (Matrix) Weight:21 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 5-6-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS (Ib/size) 1=130/5-5-9 (min.0-1-8),3=130/5-5-9 (min.0-1-8) Max Horz 1=82(LC 9) Max Uplift1=-12(LC 9),3=-60(LC 9) Max Grav1=154(LC 2),3=166(LC 17) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=30ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,3. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard LICENSE�•;� N0.42704 �'• R1 PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss �TnTy�pe ���fPlyRiverside Ho�(..Mn.�11 A005563117933 V09 ob Refere Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc.Tue Sep 09 11:32:52 2014 Page 1 ID:oDiShKIVnfObX1 T8kEYRMzysVC6-2bd_JeH4nf84?e99NXSsz8hjcm4VcMC8i3dg4CyfOJ P 3-6-0 3-6-0 2x4 11 Scale=1:13.5 2 7.00 12 W1 r` °P 1 Y B1 C? 0 3 2x4% 2x4 11 90#/-7# 97#/35 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.16 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.08 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:12 Iti FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 3-6-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS (Ib/size) 1=76/3-5-9 (min.0-1-8),3=76/3-5-9 (min.0-1-8) Max Horz 1=48(LC 9) Max Uplift1=-7(LC 9),3=-35(LC 9) Max Grav 1=90(LC 2),3=97(LC 17) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=28ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)1,3. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard LICENSE *� N0.42704 a� 9"4 PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Truss Type Ply Riverside Homes A0055632 17933 V10 GABLE 1 1 Job Reference(optional) Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 a Feb 14 2013 Print 7.410 s Feb 14 2013 NhTek Industries,Inc.Tue Sep 09 11:32:52 2014 Page 1 ID:oDiShKIVnfObX1 TBkEYRMzysVC6-2bd_JeH4nf84?e99NXSszBhihm4mcL_8i3dg4CyfOJP 11 A-12 11-4-12 Sca14441= .2 3.00 F12 3 T1 2 W1 1 ST1 B1 8 7 6 5 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/def! L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.12 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Inc r YES WB 0.08 Horz(TL) -0.00 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:45 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS All bearings 11-4-12. (Ib)- Max Horz 8=111(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)5 except 6=-109(LC 12),7=-146(LC 12) Max Grav All reactions 250 Ib or less at joint(s)8,5 except 6=273(LC 2),7=251(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-6=-232/263,2-7=-209/253 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=24ft;Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 5-1-12,Interior(1) 5-1-12 to 11-3-0 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)All plates are 2x4 MT20 unless otherwise indicated. 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5 except Qt=1b)6=109,7=146. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard `LICENSE'•; No.42704 PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Truss Type Pty Riverside Homes A0055633 17933 V11 GABLE 1 1 Job Reference(optional) Panel-Tek of North Florida,Inc.,SL Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MTek Industries,Inc.Tue Sep 0911:32:53 2014 Page 1 ID:oDiShKfVnfObX1 T8kEYRMzysVC6-WoBMWzliYzGwdnkMxFz5W MEr3A0iLovlxjMEceyfOJO 10-6-4 10-6-4 Scale=1:19.5 2x4 11 3 3.00 F12 2x4 11 2 W1 O N ST1 1 q B1 5 4 3x4 2x4 11 2x4 11 I LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.21 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code FBC2010ITP12007 (Matrix) Weight:34 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS (Ib/size) 1=115/10-6-4 (min.0-1-8),4=67/10-6-4 (min.0-1-8),5=310/10-6-4 (min.0-1-8) Max Horz 1=92(LC 12) Max Upliftl=-37(LC 12),4=-35(LC 12),5=-162(LC 12) Max Grav 1=137(LC 2),4=80(LC 2),5=368(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=-300/336 NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=22ft;Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)1-3-0 to 6-6-4,Interior(1)6-6-4 to 10-4-8 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,4 except Qt=lb)5=162. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard lil■ LICENSE�••.,��m� N©.427Q4 '• Rt .•• PDF created with pdfFactory Pro trial version www.pdffactory.com Job cuss toss Type ly Riverside Hanes 17933 V12 Valley 1 1 A0055634 Job Reference o bona) Panel-Tek of Nath Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 5 Feb 14 2013 MTek Industries,Inc.Tue Sep 0911:32:53 2014 Page 1 ID:oDiShKNnfObX1 TBkEYRMzysVC6-WoBMWzliYzGwdnkMxFz5W MErwAOwLpSIxjMEceyfOJO 5.104 5-10.4 Scale:V=1' 2x4 11 2 3.00 12 Wt No 1 Y B1 3 3x4; 2x4 11 I LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.19 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:17 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 5-10-4 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS (Ib/size) 1=120/5-94 (min.0-1-8),3=120/5-9-4 (min.0-1-8) Max Horz 1=45(LC 12) Max Uplift1=-51(LC 12),3=-63(LC 12) Max Grav 1=143(LC 2),3=143(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=20ft;Cat.Il;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)1,3. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard `LICENSE No.42704 R► .• ..... PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Truss Type Ply Riverside Homes A0055635 17933 V13 GABLE 1 1 Job Reference(optional) Panel-Tek of North Florida,Inc.,SL Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MTek Industries,Inc.Tue Sep 09 11:32:54 2014 Page 1 ID:oDiShKIVnfObX1 T8kEYRMzysVC6-_AkJ IKJHOnExJYVyUK2Zm2Jall4GkRAN6n84yfOJN 5$-3 20-11-3 5-8-3 15-3-0 Scale=1:37.8 3.00 F12 3x6= 2 3 4 5 6 7 T T T 4' 4 1U Bi Li 0 3x4% 13 12 11 10 9 8 3x6= 20.11-3 20-11-3 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.12 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:66 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS All bearings 20-11-3. (lb)- Max Horz 1=45(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)1,8 except 9=-113(LC 9),10=-106(LC 9),12=-108(LC 9), 13=-115(LC 12) Max Grav All reactions 250 Ib or less at joint(s)1,8 except 9=271(LC 2),10=254(LC 2),12=262(LC 24),13=268(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=17ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)1-3-0 to 12-11-3,Interior(1) 12-11-3 to 20-9-7 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 2x4 MT20 unless otherwise indicated. 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,8 except(jt=1b)9=113,10=106,12=108,13=115. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard LIGEN SE•• r No.2704 ■p• PDF created with pdfFactory Pro trial version www.pdffactory.com ;Job runs Truss Type ry Riverside HomesA0055636 V14 GABLE 1 t Job Reference o tional Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MTek Industries,Inc.Tue Sep 09 11:32:54 2014 P��99e 1 ID:oDiShKfVnf0bX1TBkEYRMzysVC6-_IIkJIKJHOnExJYVyUK2Zm2KaIF4GpRAN6n84; JN 3-03 16-3-3 3-0-3 13-3-0 Scale=1:30.4 3.00 12 3x6= 3x8 11 2 3 4 5 6 1 T i3i iii � I� 3x4' 11 10 9 8 7 3x6 I I 3x6 11 3x6= 3x6 11 _ 1633 1633 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.12 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:47 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS All bearings 16-3-3. (lb)- Max Horz 1=19(LC 12) Max Uplift All uplift 100 Ib or less atjoint(s)1,7,11 except 8=-114(LC 9),10=-108(LC 9) Max Grav All reactions 250 Ib or less atjoint(s)1,7,11 except 8=274(LC 24),10=260(LC 24) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=6ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)1-3-0 to 10-1-0,Interior(1)10-1-0 to 16-1-7 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,7, 11 except Qt=lb)8=114,10=108. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard M. ENSE-I m t No.42704 *• � iyk RI e.., PDF created with pdfFactory Pro trial version www.pdffacto[y.com Job Truss Truss Type Qty Ply Riverside Homes A0055637 17933 V15 GABLE 1 i Job Reference o tional Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc.Tue Sep 0911:32:55 2014 Page 1 ID:oDiShKIVnfObX1 T8kEYRMzysVC6-SAJ7xfJy4aWes5uk2g?ZbnJFm_6cpjEbP1 rLhXyfOJM 83-1 163-2 83-1 831 Scale=1:33.3 3x6= 5 4 6 7.00 F12 3 7 a 2 8 T T Li 9 1 B1 62 3x4! 16 15 14 13 12 11 10 3x4 3x6= t6�r2 16--2 Plate Offsets(X,Y): f5:0-3-0,Edge) LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.10 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.05 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code FBC2010ITP12007 (Matrix) Weight:73 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS All bearings 16-6-2. (lb)- Max Horz 1=-131(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)14,15,12,11 except 16=-106(LC 12),10=-106(LC 12) Max Grav All reactions 250 Ib or less at joint(s)1,9,14,15,16,12,11,10 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=Oft;Cat.11;Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Corner(3)0-6-8 to 5-6-8,Exterior(2)5-6-8 to 8-3-1,Comer(3)8-3-1 to 13-3-13 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are 2x4 MT20 unless otherwise indicated. 4)Gable requires continuous bottom chord bearing. 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)14, 15,12,11 except(jt=1b)16=106,10=106. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard N2704 Rt .•' PDF created with pdfFactory Pro trial version www.pdffacto[y.com Job TruSS runs Type Ply FRiverside Homes A0055838 17933 V 17 Valley 1 1 eference(optional) ranar i ex or rvonn Florida,Inc.,St Augustine,Fl- Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MTek Industries,Inc.Tue Sep 09 11:32:55 2014 Pa�gge 1 ID:oDiShKNnfObX1 TBkEYRMzysVC6SAJ7xfJy4a W es5uk2g7ZbnJ Dm_5fpjxbP 1 rLhXyrc.7J M 4-0-13 4-0-13 2x4 11 Scale=1:15.2 2 7.00 12 W1 04 1 y B1 g 3 2x4% 2x4 11 I LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.23 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 1 BC 0.11 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:15 Ib FT=20% LUMBER _ BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 4-0-13 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS (Ib/size) 1=91/4-0-6 (min.0-1-8),3=91/4-0-6 (min.0-1-8) Max Horz 1=79(LC 12) Max Upliftl=-20(LC 12),3=-66(LC 12) Max Grav 1=108(LC 2),3=117(LC 17) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=24ft;Cat.II;Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,3. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard -ap LICENSE"O No 42704 :� • PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss Truss Type Py Riverside Homes A0055639 17933 V18 Valley 1 1 Job Reference(optional) Panel-Tek of North Florida,Inc.,St Augustine,FL Run:7.410 s Feb 14 2013 Print 7.410 s Feb 14 2013 MiTek Industries,Inc.Tue Sep 09 11:32:56 2014 Page 1 ID:oDiShKNnfObX1 TBkEYRMzysVC6-wNs V9?KarueVU FTxcNXoB_sRRNSLYABkdgbu DzyfOJL 2-0-13 2-0-13 2x4 11 Scale=1:9.1 2 7.00 12 W 1 d d y Bt E]::] 4 0 3 2x4 2x4= I _ Q#J-20 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.04 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:7 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 2-0-13 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS (Ib/size) 1=37/2-0-6 (min.0-1-8),3=37/2-0-6 (min.0-1-8) Max Horz 1=32(LC 12) Max Upliftl=-8(LC 12),3=-27(LC 12) Max Grav1=44(LC 2),3=48(LC 17) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=27ft;B=95ft;L=50ft; eave=6ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;C-C for members and forces &MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Bearing at joint(s)3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,3. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 5��=+LICENSE No.42704 RL PDF created with pdfFactory Pro trial version www.pdffactory.com E:: M�arch2013 LATERAL TOE-NAIL DETAIL ST-TOENAIL-SP JO M7ek USA,Inc. Page 1 of 1 NOTES: �� 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER 0 0o AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND 0 0o EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. E=[] 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MiTek USA,Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (Ib/nail) THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW DIAM. SP DF HF SPF SPF-S (7 .131 88.0 80.6 69.9 68.4 59.7 O 135 93.5 85.6 74.2 72.6 63.4 [�ILI�LUSTRA �NR OR 162 108.8 99.6 86.4 84.5 73.8 SES ONLY ri ZC7 .128 74.2 67.9 58.9 57.6 50.3 O .131 75.9 69.5 60.3 59.0 51.1 SIDE VIEW SIDE VIEW 148 81.4 74.5 64.6 63.2 52.5 2 NAILS (2x6) M - 3 NAILS NEAR SIDE NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. 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O N aan >xToc�in 3 X� Vo ulmm Tro:2NZ CV 3x Ea a 3 U X NCVN W���zF Cr ¢ z - X E- Nk C]L]U) U�UU�z Na N �L X �L x M 04 O aam a��mi1¢x3 �a 3 X X Q xx3 p d 3 aCL U U ¢ c4wCI) M ; 3 ►�...ab e�►. 0 0 -14 - EV ICEISI SE'• F CA it, -7kin.Allp4 PDF created with pdfFactory Pro trial version www.Ddffactory.com PDF created with pdfFactory Pro trial version www.pdffactory.com Job Truss 71___TT PlyGARAGE DOOR HEADER GDH7 1 1 Job Reference(optional Pan4-Tek of North Florida,kK,SL Augustine,FL 7.410 s Feb 14 2013 PA-Tek Industries,Inc.Fn Aug 09 15:40:18 2013 Page 1 4-2� i 8.3.0 12310 164i-0 i � 42� 4b10 1.0-10 42� Scale=1:30.0 4x6= 2x4 II 4x6= 6x8= 2 3 4 T1 Li�Ell B1 9 8 78x8= 10 6xe= 5x8= 6 2x4= 2x4= iiia#/-201# 4.2.6 &yp i 12310 _ 16." 1118#/-201# 4.2-6 4-0-10 40-10 4-&8 Plate Offsets MY): I7:04410-Ml[9:0.3-8.0-3-01 LOADING(psf) SPACING 1-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 101.0 Plates Increase 125 TC 1.00 Vert(LL) -0.38 8 >513 240 MT20 244/190 TCDL 35.0 Lumberincrease 1.25 BC 0.99 Vert(TL) -0.59 8 >331 180 BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(TL) 0.05 6 n/a n/a BCDL 2.0 Code FBC20101TP12007 (Matrix) Weight:77 No FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD 2-0-0 oc Lateral Brace Points,except end verticals. BOTCHORD 2x4 SP Not BOTCHORD 7-6-0 oc Lateral Brace Points. WEBS 2x4 SP No.3*Except* W2:2x4 SP Not REACTIONS (lb/sae) 10=914/0-0-0(min.13-11-8),6=914/0.3-0(min.0-1-8) Max Upk t 10=201(LC 7),6-201(LC 7) Max Grav 10=1118(LC 2),6=1118(LC 2) FORCES (lb)-Max.Comp./Max,Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-10=1079/196,1-11=3308/594,2-11=-3308/594,2-0=-4380/787, 3-4=4380/787,4-12=3308/594,5-12=3308/594,5-6=1079/196 BOTCHORD 8-9=594/3308,7-8=594/3308 WEBS 2-9=835/156,3-8=535/104,4-7=835/156,1-9=580/3228,2-8=-224/1107, 4-8=224/1107,5-7=58013228 NOTES 1)Wind:ASCE 7-10;VuN=130mph(3-second gust)Vasd=101mph;TCDL=1.Opsf;BCDL=1.Opsf;h=25ft;B=20ft;L=20ft; eave=Oft;Cat.II;Exp C;End,GCpi=0.18;MWFRS(directionaD,Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)The bottom chord dead bad shown is sufficient only to cover the truss weight itself and does not allow for any additional bad to be added to the bottom chord. 4)AN bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Bearing atjoint(s)10,6 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 201 Ib uplift at joint 10 and 201 Ib uplift at joint 6. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)NOTE:This truss has been designed for vertical loads only. LOAD CASE(S) Standard �LICENSEa•;�� No 2704 PDF created with pdfFactory Pro trial version www.r)dffacto[y.com �`• '�� PDF created with pdfFactory Pro trial version www.pdffactory.com � w E Truss Truss Type Qty Ply E DOOR HEADER GDHI FLAT 1 Z _b e_._---__(__..___i Pane4Tek of North FlorMa,Ina,St Augustine,FL 7.410 s Feb 14 2013 Mitak Industries,Inc.Fri Aug 09 15:43:012013 Page 1 4-2E 11+9.0 12.9-10 1�d Scale 1:30.0 42� 4-0 10 Mb10 4-2-6 4x6= 20 II 4x6= 6x8= 2 3 4 1 B1 10 9 8 76x8= 6x8= 5xe= 6 2x4= 2x4= 2261#/-2010! 2261#/-201# 4-U 830 12310 16.6-0 4-26 4-0-10 440.10 q Z� Plate Offsets KY); 17:0.3-8 0.3-01 f9:0-3-8 0.3-01 - - LOADING(pat) SPACING 1-0.0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 205.0 Plates Increase 1.25 TC 0.86 Vert(LL) -0.38 8 1505 240 MT20 244/190 TCDL 72.0 Lumberincrease 1.25 BC 1.00 Vert(TL) -0.59 8 >328 180 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.05 6 n/a n/a BCDL 2.0 Code FBC2010/rP12007 (Matrix) Weight:155 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD 2-0-0 oc Lateral Brace Points, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD 10-0-0 oc Lateral Brace Points. WEBS 2x4 SP N0.3-Except* W2:2x4 SP No.2 REACTIONS (Ib/size) 10=1846/0-3-0(min.0-1-8),6=1846/0-3-0(min.0-1-8) Max Uplift 10=201(LC 7),6=201(LC 7) Max Grav 10=2261(LC 2),6=2261(LC 2) FORCES (lb)-Max.CompJMax,Ten.-All forces 250(lb)or less except when shown. TOPCHORD 1-10=2185/196,1-11-6687/594,2-11=-6687/594,2-3=8855/787, 3-4=8855f787,4-12=-6687/594,5-12=6687/594,56=2185/196 BOT CHORD 9-10=33/366,8-9=-594/6687,7-8=594/6687,6-7=33/366 WEBS 2-9=1697/156,3-8=1090/104,4-7=1697/156,1-9=580/6526,2-8=224/2239, 4$=224/2239,57=-580/6526 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 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All bads 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;Vuft=130mph(3-second gust)Vasd=101 mph;TCDL=1.Opsf;BCDL=1.Opsf;h=25ft;B=20ft;L=20ft; eave=oft;Cat.ll;Exp C;End.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)The bottom chord dead load shown is sufficient only to cover the truss weight itself and does not allow for any additional load to be added to the bottom chord. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Bearing atjoint(s)10,6 considers parallel to grain value using ANSI/TP11 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 201 lb uplift atjoint 10 and 201 Ib uplift at joint 6. 9)"Semi-rigid phchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)NOTE:This truss has been designed for vertical loads only. LOAD CASE(S)Standard M. ,•.eeae►••,e• =�LICENSEe•;��1� Noa4Z704 PDF created with pdfFactory Pro trial version www.12dffacto[y.com 4 R 06,54• PDF created with pdfFactory Pro trial version www.pdffactoU.com Job �Trutss Truss TypeOty Ply q GARAGE DOOR HEADER GDH3 FLAT 1 3 Job Reference tion ain Panel-Tek of North Florida,Inc,SL Augustine,FL 7.410 s Feb 14 2013 Wrak Industries,Ino.Fn Aug 09 16:08:43 2013 Paye 1 Scale=1:30.0 4-26 � 6-30 I 12310 1680 4x6= 2x4 II 4x6= 6x8= 2 3 4 T1 B1 9 8 76x8= 10 6x8= 5x8= 8 2x4= 14= 3738#1-201k 373501.201! 4-2-612-300 12310 1680 1 4-26 4.0.10 4310 4.26 Plate Offsets MY): [7:11-3-8.0-3-01,[9:0-3-8.0-3-01 LOADING(psf) SPACING 1-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 339.0 Plates Increase 1.25 TC 0.86 Vert(LL) -0.42 8 >458 240 MT20 244/190 TCDL 118.0 Lumber Increase 1.25 BC 1.00 V8r„") -0.65 8 >298 180 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 11 6 n/a n/a BCDL 4.0 Code FBC2010ITP12007 (Matrix) Weight:232 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD 2-0-0 oc Lateral Brace Points, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD 10-0-0 oc Lateral Brace Points. WEBS 2x4 SP No.3'Except* W2:2x4 SP No.2 REACTIONS (Ib/size) 10=3049/0-3-0(min.0-1-8),6=3049/0-3-0(min,0-1-8) Max Uplift 1 O=201(1 7),6=-201(LC 7) Max Grav 10=3736(LC 2),6=3736(LC 2) FORCES (Ib)-Max.ComplMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=3609/196,1-11=11050/594,2-11=11050/594,2-3=-14632/787, 3-4=14632/787,4-12=11050/594,5-12=11050/594,5-6=3609/196 BOT CHORD 9-10=33/606,8-9=-594/11050,7-8=594/11050,6-7=33/606 WEBS 2-9=2801/156,3-8=1799/104,4-7=-2801/156,1-9=580/10784, 2-8=224/3699,4-8=224/3699,5-7=580/10784 NOTES 1)3-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 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All bads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S) section.Pty to ply connections have been provided to distribute only bads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101 mph;TCDL=1.Opsf;BCDL=1.Opsf;h=25ft,B=20ft;L=20ft, eave=Oft;Cat.II;Exp C,Encl.,GCpi=0.18',MWFRS(directional);Lumber DOL=1.60 plate gnp DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)The bottom chord dead bad shown is sufficient only to cover the truss weight itself and does not allow for any additional load to be added to the bottom chord. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Bearing atjoint(s)10,6 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 201 Ib uplift atjoint 10 and 201 Ib uplift at joint 6. 9)"Semi-rigid pilchbreaks including heels"Member end fixity model was used in the analysis and design of this truss, 10)NOTE:This truss is designed for vertical bads only. LOAD CASE(S) Standard ease.,Meae�eea �LMENSE , ME a f = N0.4270_4 ?"♦ PDF created with pdfFactory Pro trial version www.pdffactory.com eR1 •'�� PDF created with pdfFactory Pro trial version www.pdffactory.com � � M