The URL can be used to link to this page

575 timber bridge 2015 new home docs 1S, CITY OF ATLANTIC BEACH } 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 SINGLE FAMILY DWELLING NEW MUST CALL BY 4PM FOR NEXT DAY INSPECTION: 247-5814 JOB INFORMATION: Job ID: 15-SFR-1082 Job Type: SINGLE FAMILY RESIDENCE Description: NEW HOME Estimated Value: $500,000.00 Issue Date: 6/8/2015 Expiration Date: 12/5/2015 PROPERTY ADDRESS: Address: 575 TIMBER BRIDGE LN RE Number: None GENERAL CONTRACTOR INFORMATION: Name: THE OAKWOOD BUILDING GROUP INC Address: 151 Rivermarsh DR Phone: - - PERMIT INFORMATION: FEES: ENG REV RESIDENTIAL BLD $100.00 PLAN CHECK FEES $840.00 UTIL REV RESIDENTIAL BLDG $50.00 BUILDING PERMIT FEE $1,680.00 STATE DCA SURCHARGE $25.20 SEWER SDC-SYSTEM DEV CHG $4,050.00 STATE DBPR SURCHARGE $25.20 1 �l��fl�(�( llll'1T1�jAR�c,MFY 1 .�( I: BI/�Q.D�L CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA III II.DING CODES. NOTICE OF COMMENCEMENT State of �L-OQ-►DA Tax Folio No. County of Div lni To Whom It May Concern: The undersigned hereby informs you that improvements will be made to certain real property, and in accordance with Section 713 of the Florida Statutes,the following information is stated in this NOTICE OF COMMENCEMENT. Legal Description of propertyb ' roved: &-7—f32, O g- ,A S - Z q F— TIC 944ceC e 2y 4y V/—JIT— Z T /100 Address of property being improved: LOT 1160 f Q Tl/"Gkg 941044- 614 4T4,�nL%fr# Fy 3 ZZ 3 3 General description of improvements: (p,J STlL�j C t ori 9F sr.-��(� �r►v�►1(y SCSI p, Owner: C C LI L- Address: 0 Cl L,<- 120 r /VMot Sot.lr 71>O6 co Owner's interest in site of the improvement: Fee Sc.►.,P LE DOG ff 2U 15 1 3%L68,OR[3 K i r 201 Page 1887, Fee Simple Titleholder(if other than owner): Number Pages: 1 Recorded 06/16/2015 at 11:49 AM, Name: Ronnie Fussell CLERK CIRCUIT COURT DUVAL S� COUNTY n�J\ Contractor: ��}E ©(}{,-W ooD i��U"ILDIP[+ GO-6-p ,Tr3G p RECORDING$10.00 _ \^ Address: 1S IZI�ciIL- ty rTtLSl+ i , �o•�TE, V z� tificl�� f�L 3208 7— Telephone No.: °IcA- S7 L 02SZ— Fax No: Surety(if any) tj 1A Address: Amount of Bond$ Telephone No: Fax No: Name and address of an�person making a loan for the construction of the improvements Name: /'t � Address: Phone No: Fax No: Name of person within the State of Florida, other than himself, designated by owner upon whom notices or other documents may be served: Name: Address: Telephone No: Fax No: In addition to himself, owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.06(2)(b),Florida Statues. (Fill in at Owner's option) Name: Address: Telephone No: Fax No: Expiration date of Notice of Commencement(the expiration date is one (1) year from the date of recording unless a different date is specified): y THIS SPACE FOR RECORDER'S USE ONLY OWNER I l N 7 Signed: ! t"--= te: 7 J Before me this S i day of /t-1 ?�/J in the County of Duval,State A ,� KIM MILLER Of Florida,has personally appeared Notary Public.State of Florida Notary Public at Large,State of Florida,County of Duval. Commission r EE 878649 My commission expires: J2-(?1,11-T My comm.expires Feb.26,2017 Personally Known: or Produced Identification: V�. 'r j�,..11yr✓�' . JJ CITY OF ATLANTIC BEACH s f 800 SEMINOLE ROAD J ATLANTIC BEACH,FL 32233 INSPECTION PHONE LINE 247-5814 WATER CROSS CONNECTION $50.00 WATER SDC—SYSTEM DEV CHG $1,140.00 Total Payments: $8,330.40 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. City of Atlantic Beach APPLICATION NUMBER Building Department (To be assigned by the Building Department.) 800 Seminole Road C-IVED / _ � 5�+ �O� a Atlantic Beach, Florida 32233-5445 Phone(904)247-5826 Fax(904) 7-584MAY 1 12015 I / E-mail: building-dept@coab.us i Date routed: `J City web-site http://www coab.us i BY: APPLICATION REVIEW AND TRACKING FORM l-,r2 Property p y Address: 1—/7y it % nt review required Yes No Buildi Applicant: 16k0, �/ 'n ning &Zoni ree Administrator Project: 44 4t,f P161ic Work c Utilities Public Safety Fire Services Review fee $ j Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other. APPLICATION STATUS Reviewing Department First Review: Approved. ❑Denied. (Circle one.) Comments: BUILDING - PLANNING &ZONING Reviewed b p -� ►-„�- �/ 3 y� Date: TREE ADMIN. Second Review: ❑Approved as revised. ❑Denied. IC WO S Comments: PUBLIC UTILITIES ,5-11-15— PUBLIC -//-/ 5— PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied Comments: Reviewed by: Date: Revised 07/27/10 City of Atlantic Beach APPLICATION NUMBER Building DepartmentDt-•� (To be assigned by the Building Department.) ' 800 Seminole Road 1�JC. FIT Atlantic Beach, Florida 32233-5445 J/'/L �Q�Z Phone(904) 247-5826 Fax(904) 24 -5845 MAY 11 M5 E-mail: building-dept@coab.us i Date routed: 7 City web-site: http://www.coab.us BY: APPLICATION REVIEW AND TRACKING FORM l- Property Address: �/ /7y �r" % nt review required Yes No Buildi Applicant: / 'n ning &Zoni ree Administrator Project: A) z lic Work c Utilities Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt of Permit Verified By Date Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: ❑Approved. enied. (Circle one.) Comments: BUILDING PLANNING&ZONING Reviewed by:_,,, Date: TREE ADMIN. Second Review: Approved as revised. ❑Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES 40, PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised Denied. Comments: Reviewed by: Date: Revised 07/27/10 City of Atlantic Beach APPLICATION NUMBER Building Department (To be assigned by the Building Department.) !I v sf 800 Seminole Road l Atlantic Beach, Florida 32233-5445 Phone(904)247-5826 Fax(904) 247-5845 ; . r c"7 i3j E-mail: building-dept@coab.us Date routed: 7 City web-site: http://\&Pwwcoab.us APPLICATION REVIEW AND TRACKING FORM �. l� Property Address: g7w�- itWrialaintreview required Yes No Buildi Applicant: �CM / 'n ning &Zoni -free Administrator Project: A4 6L) #—a*n lic Work _Pslzcutiliti2S2 Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date g y q of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: �pproved. []Denied. (Circle one.) Comments: o Te.t BUILDING PLANNING &ZONING Reviewed by: Date: TREE ADMIN. ❑App Second Review: roved as revised. []Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: []Approved as revised. []Denied. Comments: Reviewed by: Date: Revised 07/27/10 A If (Oil) � Atlantic Beach Country Club Architectural Review Board Submittal Form Lot No. 160 Street Address: 5-7 S w&CIx &L4°C'& "'' -�% -?722 3zj Owner's Name: XT rL kf A Igo�c�J�- G� v 5 106t L Address: 4 2►��2 /��/�R-Slyy� l�V g 3 Telephone: Home Work N L Cell: ��? `� X11 ®Z� 7/ Email Address:M,a2c�S@�IfCt41�L..bo!�cnAr�l�s_io� Architect/Designer: K -Vj r� 6-y?,4^d Address: Phone Contractor/Builder'sName: ©/,OcOOOD &)IL()loJ6 Address: I�;( I2-AIJ,�a- Mv,�0' 04 J;E_ 3 M8z-- Phone State License Number: Conditioned Square Footage: 1 St Floor Z ZA 3 2nd Floor -7 Wg 3`d Floor P �4 Total 306, 1 Covered Porch Square Footage: Front 3 Z Side / r — Other 3q 1 Garage Square Footage Z Conditioned Space over Garage IU Elevations/Grades: Lot Coverage: Finished Floor Elevation min/= ll.qo Lot Square Footage IS,4 5 Building Height 3 Z - �l 8 Lot Coverage 3_ZZ g u Sidewalk Required Yes 4—No Lot Coverage Percentage -��, ATLANTIC BEACH PARTNERS, LLC 414 Old Hard Road, Suite 502 Fleming Island, Florida 32003 Office 904-264-6553 Facsimile 904 269-272 May 5,2015 Mr.Marcus Meide VIA email: marcus tlieoakwoodcompanies.com Oakwood Building Group 151 River Marsh Drive Ponte Vedra Beach,Florida 32082 Re: Architectural Submittal for Lot 160,Atlantic Beach Country Club Dear Marcus, We are in receipt of your architectural submittal for the above referenced home site in Atlantic Beach Country Club. The Architectural Review Board reviewed your architectural plans for compliance and hereby authorizes Oakwood Building Group to commence construction with the following condition: Condition 1. Submit revised landscape plan for review within thirty days of this letter. Compliance with all approved plans is the responsibility of the OWNER of legal record,and any change to the approved plans without prior Architectural Review Board approval subjects these changes to disapproval,and enforced compliance. Architectural approval is a limited approval and does not supersede requirements which may be mandated by other governing authorities. Please be advised that throughout the duration of the project, the developer has the right to amend certain guidelines from time to time if it becomes necessary. The architectural pattern book and guidelines are available at www atlanticbeachcountryclub.com. If you have any questions or need additional information,please do not hesitate to call me at 904-264.6553. Sincerely, Susie Wood Atlantic Beach Partners,LLC Enclosures CITE' OF ATLANTIC BEACH w , PUBLIC UTILITIES 1200 Sandpiper Lane ATLANTIC BEACH FL 32233 (904)270-2535 or(904) 247-5874 NEW WATER/SEWER TAP REQUEST Date: S-11 - 15— Project Address: S7S l/fn tat fe- !v/L/e4 c LA-1/ No. of Units: Commercial Residential V"" Multi-Family New Water Tap(s)&Meter(s) Meter Sizes) 3 New Irrigation Meter V Upgrade Existing Meter from to (size) J/yNew Reclaimed Water Meter Size New Connection to City Sewer Name: Applicant Address: City: State: Zip Phone Number: Cell Number: Email Address Fax: Signature: (Applicant) CITY STAFF USE ONLY Application# 15- 57ri2- /O 2F2 Water System Development Charge $ /, /I/0- 00 Sewer System Development Charge $ OSO. Od Water Meter Only $ /8s-.00 Reclaimed Meter Only $ 5-, 00 Water Meter Tap $ (notes) Sewer Tap $ Cross Connection $ 00 Other $ TOTAL APPROVED: Kavle Moore,PE (Deputy PW Director or Authorized Signature) ALL TAP REQUEST MUST BE APPROVED BY UTLITIES DEPARTMENT BEFORE TEES CANBEASSESSED NJ Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek IS RE: A 50062A- Oakwood Bldg. Grp/ Lot 160 Spec/JK MiTek USA, Inc. Site Information: Tam Parke East Blvd. Tampa,FL 33610-4115 Customer Info: Oakwood Building Grp Project Name: ABCC Lot 160 Spec Model: Lot/Block: 160 Subdivision: Atlantic Beach Country Club Address: City: Atlantic Beach State: FL Name Address and License#of Structural Engineer of Record, If there is one, for the building. Name: License#: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 37.0 psf Floor Load: 55.0 psf This package includes 80 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T6956850 IF01 4/1/015 18 IT6956867 IFG02 4/1/015 12 I T6956851 I F02 4/1/015 119 I T6956868 I A01 4/1/015 I 13 I T6956852 I F02A 14/11/015 1 20 I T6956869 I A02 4/1/015 14 IT6956853 IF03 4/1/015 X21 IT6956870 IB01 X4/1/015 15 I T6956854 I F04 4/1/015 22 I T6956871 I B02 14/1/015 I 16 I T6956855 I F05 14/11/015 1 23 I T6956872 I C01 4/11/015 17 �T6956856 F06 4/1/015 X24 �T6956873 CO2 4/1/015 I Pp,PY ENS/�,� 18 !T6956857 I F07 14/11/015 1 25 I T6956874 I D01 4/1/015 19 I T6956858 I F08 4/1/015 126 I T6956875 I D02 4/11/015 I 110 I T6956859 I F09 14/1/015 127 I T6956876 I D03 4/11/015 0 KA T Ill IT6956860 IF10 14/1/015 128 IT6956877 ID04 14/1/015 I N °ET�THSPNrAPPED 112 IT6956861 I F11 14/1/015 129 I T6956878 E01 14/11/015 y R0.JECT 113 IT6956862 I F12 14/1/015 30 T6956879 J E02 14/1/015 I �A 114 I T6956863 I F 13 14/1/015 131 I T6956880 J E03 14/l/ 15 1 9 O p, 115 I T6956864 I F14 14/1/015 32 I T6956881 J E04 14/1/015 I q WIN G S� 116 I T6956865 I F15 14/1/015 33 IT6956882 IG01 14/11/015 117 I T6956866 I FG01 4/1/015 134 I T6956883 I G02 14/1/015 I The truss drawing(s)referenced above have been prepared by MiTek %,%%ti,;;IN��V�� Industries,Inc.under my direct supervision based on the parameters %,OP�C E•N•F��i,� provided by Manning Building Supplies. �� S.•'�,� SF•'? '� Truss Design Engineer's Name: Velez, Joaquin 0 8182 My license renewal date for the state of Florida is February 28,2017. IMPORTANT NOTE:Truss Engineer's responsibility is solely for STATE OF .�IJJ= design of individual trusses based upon design parameters shown :O on referenced truss drawings. Parameters have not been verifieed s �. M !'•,��CS; < O R as appropriate or any use. Any en used inon iprepar ng don ies gn. SiONA� % for file reference only and has of be Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, I� R._ Gert. 6634 per ANSI/TPI-1, Chapter 2. L- April 1,2015 Velez,Joaquin 1 of 2 RE: J1 50062A - Oakwood Bldg. Grp / Lot 160 Spec/ JK Site Information: Customer Info: Oakwood Building Grp Project Name: ABCC Lot 160 Spec Model: Lot/Block: 160 Subdivision. Atlantic Beach Country Club Address: City: Atlantic Beach State: FL No. Seal# Truss Name Date No. Seal# Truss Name Date 35 T6956884 G03 4/1/015 78 T6956927 M01 4/1/015 136 IT6956885 I G04 4/1/015 179 T69569 88 M02 14/1/015 1 137 I T6956886 I H01 4/1/015 180 I T6956929 I N01 14/1101 1 138 I T6956887 I H02 4/1/015 1 39 T6956888 I H03 14/1/015 1 140 I T6956889 1101 t4/1/015 1 141 I T6956890 1 102 14/1/015 I 142 I T6956891 1 103 14/1/015 1 143 I T6956892 1 104 14/11/015 1 144 IT6956893 I K01 4/1/015 1 145 I T6956894 I K02 4/1/015 1 146 I T6956895 I P01 4/1/015 1 147 IT6956896 P02 14/1/015 1 148 IT6956897 1 P03 14/1/015 1 149 IT6956898 I PO4 14/1/015 I 150 I T6956899 I P05 14/1/015 1 151 I T6956900 I P06 4/101 1 152 I T6956901 I P07 14/1/015_J 153 I T6956902 I P08 14/1/015 1 154 I T6956903 I P09 14/1/015 1 155 IT6956904 I P10 14/1/015 I 156 IT6956905 I P11 14/1/015 157 IT6956906 I P12 14/1/015 I 158 IT6956907 I J01A 14/1/015 1 159 IT6956908 I J02 14/1/015 J 160 IT6956909 I J02A 14/1/015 J 161 IT6956910 I J03 14/1/015 1 162 IT6956911 I J04 14/1/015 1 163 IT6956912 I J05 14/1/015 I 164 IT6956913 I J05A 14/1/015 I 165 IT6956914 I J06 14/1/015 I 166 IT6956915 1 J06A 14/1/015 I 167 IT6956916 I J07 14/1/015 I 168 IT6956917 I J08 14/1/015 1 169 IT6956918 I J09 14/1/015 1 170 IT6956919 I J09A 14/1/015 1 171 I T6956920 I L01 1411/015 I 172 I T6956921 I L02 14/1/015 1 173 I T6956922 I L03 14/1/015 1 174 IT6956923 I L04 14/1/015 1 175 176956924 1 L05 1411/015 f 176 IT6956925 I L06 14/1/015 1 177 I T6956926 I L07 14/1/015 1 2 of 2 p} t russ russ ype ty y Oakwood Bldg,Grp I Lot 160 Spec/JK 76956850 J150062A FOt Floor 3 1 Job Reference o tional Manning Building Supplies,Jacksonville,FL 7.610 s Jan 29 2015 MiTek Industries,Inc.Tus Mar 31 15:53:56N15 Pagel I D:xvmPJiptGZ6ucLhBAAmidMzaOPh-9MJCAJwDb319oboMBiAASwVfBAtvX3Gc7v3dOozVNsf 1-3-0i Oi 2'4 Scale=1:37.9 This truss is NOT symmetric. Proper orientation is essential. 3x6 FP= 3x6 FP 4x7 11 6x6= 6x6= 6x8= 6x6= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 o 9 r� 6 28 27 26 25 24 23 22 21 20 19 18 17 16 15 6x8- 6x6- 6x6- 3x8 MT20HS FP= 3x6 FP= 6x6= 6x6= 6x6= 6-0-8 7-5-0 9-9-4 11-0-4 13-6-4 16-1-12 18-7-12 21-1-12 22-7-12 6-0-8 1-4-8 2-4-4 1-3 0 2-6-0 2-7-8 2-6-0 2-6-0 1-6-0 Plate Offsets(X,Y)-- 123:0-3-0,0-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.36 Vert(LL) -0.22 22-23 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.71 Vert(TL) -0.37 22-23 >722 360 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.51 Horz(TL) 0.06 15 n/a Na BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:190 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.1 D(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.1 D(flat) except end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 15=1298/0-3-8,28=1416/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-28=-1401/0,14-15=-1285/0,1-2=-1254/0,2-3=-3258/0,3-4=-4482/0,4-5=-4481/0, 5-6=-5182/0,6-7=-5334/0,7-8=-5334/0,8-9=-5051/0,9-10=-5051/0,10-11=-4266/0, 11-12=-4266/0,12-13=-2932/0,13-14=-1142/0 BOT CHORD 26-27=0/2386,25-26=0/4088,24-25=0/5182,23-24=0/5182,22-23=0/5182,21-22=0/5340, 20-21=0/5340,19-20=0/4753,18-19=014753,17-1 8=0/3673,16-17=0/2168 WEBS 1-27=0/1800,2-27=-1711/0,2-26=0/1318,3-26=-1256/0,4-25=-314/13,3-25=0/799, 5-25=-1177/0,14-16=0/1639,13-16=-1551/0,13-17=0/1155,12-17=-1119/0, 12-18=0/873,10-18=-716/0,10-20=0/451,8-20=-437/0,8-22=-161/333,6-22=-364/457, 6-23=-345/84,5-24=-44/363 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. ♦♦%0 4v IN V 3)All plates are 3x6 MT20 unless otherwise indicated. ♦ P` F� j 4)Refer to girder(s)for truss to truss connections. ,♦♦ ,�•'•\C E N S•' `� �� 5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ♦ \� F•••, 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"XX)nails. ' Strongbacks to be attached to walls at their outer ends or restrained by other means. N 68182 ' LOAD CASE(S) Standard ' 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 'O Uniform Loads(pit) �O:•• T Vert:15-28=-10,1-14=-100 Concentrated Loads(lb) Q'•• Vert:4=-250 isS; •N AL��G•♦♦ FL Cert. 6634 April 1,2015 Q WARNING-Varity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/152015 BEFORE USE. ' Design valid for use only with MiTek connectors.This design Is based only upon parameters shown,and Is for an individual budding component. Applicability of design parameters and proper Incorporation of component is responsibility of Lxillding designer-not truss designer.Bracing shown is for lateral support of IndfvHwl web members only. Additional temporary bracing to Insure stability during construrtk>n B the responsibility of the MiTek' erector. Additkxiai permanent bracing of the overall stnlctme Is the responslAity of the bL4dInq designer.For general guidance regarding fabrication,quality control,storage.delNery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. i Safety Information avalable from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 33610 ! J-016. Truss Truss Type Uty Ply Oakwood Bldg.v,Lot 160 Sped JK 76956851 J150062A F02 Floor 5 1 Job Reference o tional Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:55:39 2015 Page 1 ID:xvmPJiptGZ6ucLh8AAmidMzaOPh-J6bn4PUhBeKDHt9WZp684D9ydWJghW 1 u_LS4n?zVOjl 0-1-8 FI r 1-3-0 1�---8 0—� 1—� Scale=1:27.0 i 40= 1.5x4 II 47= 1.50= 1 2 3 4 5 6 7 8 8 0 9 16 15 14 13 12 11 10 1.50 II 40= 40= 11-11-8 15-11-8 11-11-8 4-0-0 Plate Offsets X Y- 1:Ed e 0-1-8 8:0-3-0 Ede 18:0-1-8 0-0-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.75 Vert(LL) -0.18 13-14 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.95 Vert(TL) -0.28 13-14 >671 360 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.03 9 n/a Na BCDL 5-0 Code FBC2010fTP12007 (Matrix) Weight:901b FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.1 D(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing:12-13. REACTIONS. (Ib/size) 17=858/0-5-0,9=864/0-7-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 17-18=-854/0,1-18=-854/0,8-9=-863/0,1-2=-674/0,2-3=-1618/0,3-4=-2119/0,4-5=-2049/0,5-6=-2049/0, 6-7=-1630/0,7-8=-670/0 BOT CHORD 15-16=0/1263,14-15=0/1965,13-14=0/2207,12-13=0/2049,11-12=0/2049,10-11=0/1250 WEBS 1-16=0/987,2-16=-934/0,2-15=0/564,3-15=-551/0,4-13=-380/147,8-10=0/1007,7-10=-920/0,7-11=0/604, 6-12=0/341,6-11=-775/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. 3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,,`'� 5)CAUTION,Do not erect truss backwards. `�OP N 68182• ,' •• T F Z. •,��i S .N AL FL Cert. 6634 April 1,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE M/F7473 rev.02/16/2015 BEFORE USE. ' or an Ind1% k;ability Design valid fofruse or deslgn parameters and propewith MrIek rsincorporaflon on Is.Thlf omponen>�Is respur>SIbi111Y desn parameters shown.and is igner not Inrss building component. shown Applis for lateral suppori of Individual web members only. Additional temporary bracing to Inaxe stability during construction Is the responsibility of dine MiTek erector, Addi11or"permanent tracing of the overall structure Is the responsibility of the building designer.For general guidance regarding 6904 Parke East Blvd. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component Safety Inform available from Truss Plate Institute,781 N.Lee Sheet.Sulte 312,Alexandria.VA 22314, Tampa,FL 33610 J015 Truss Truss Type Qty Ply Oakwood Bldg.Grp/Lot 160 Sped JK T6956852 J150062A F02A (Floor 3 1 Job Reference o floral Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc.Tue Mar 31 14:55:40 2015 Page 1 ID:xvmPJiptGZ6ucLh8AAmidMzaOPh-nI99HIVJxxS4vl ki7W dNdRiA8wekQyR1 D?CdKRzVOjH 0-1-8 H1 1-3-0 ° � 1-9-8 � Scale=1:27.8 4x4= 1.50= 30= 3x3= 3x3 II 3x3= 1.50 II 3x3= 30= 4x7= 1 2 3 4 5 6 7 8 9 1 0 co 0 19 18 17 16 15 14 13 12 11 3x3= 5x5= 3x4= 6x6= 3x6 II 3x6 :I 3x6 II 3x3= 4x4= 3x3 I. 6-0-8 7-5-0 8-8-0 10-8-8 15-11-8 6-0-8 1-4-8 1-3-0 2-0-8 5-3-0 Plate Offsets(X Y) f1:Edge 0 1 8] f9:0 3 0 Edgel [14:0-3-0 0-0-0] f2l:0-1-8 0-0-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.57 Vert(LL) -0.15 15-16 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.92 Vert(TL) -0.23 15-16 >814 360 BCLL 0.0 Rep Stress Incr NO WB 0.34 Horz(TL) 0.03 10 n/a Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:1051b FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 20 SP No.1 D(flat)`Except' end verticals. 12-17:2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2(flat) REACTIONS. (Ib/size) 20=1014/0-5-0,10=958/0-7-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 20-21=-1014/0,1-21=-1 013/0,9-10=-951/0,1-2=-817/0,2-3=-1994/0,3-4=-2754/0, 4-5=-2753/0,5-6=-2569/0,6-7=-2569/0,7-8=-1 894/0,8-9=-752/0 BOT CHORD 18-19=0/1525,17-18=0/2514,16-17=0/2513,15-16=0/2754,14-15=0/2569,13-14=0/2569, 12-13=0/1425,11-12=0/1426 WEBS 1-19=0/1197,2-19=-1124/0,2-18=0/745,3-18=-826/0,9-11=0/1130,8-11=-1070/0, 8-13=0/725,7-13=-1074/0,4-16=-284/0,3-16=0/504,5-15=-418/29,7-14=0/598 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. '' ��I , 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to ,, tt,0,\31 ,N V� be attached to walls at their outer ends or restrained by other means. v 4)CAUTION,Do not erect truss backwards. ��, 0 �E IN.. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 N 681 82 Uniform Loads(plf) Vert:10-20=-10,1-9=-100 Concentrated Loads(lb) -0; Vert:4=-250 T F i 4f ,, 1 FL Cert. 6634 April 1,2015 Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/1672015 BEFORE USE. Design valid for use only with Mftek connectors.This design Is based only upon parameters shown,and Is for an indlviduai buNding component. Applicability of design parameters and proper Incorporation of component Is responsibility of LArilding designer-not truss designer.Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the buNdng designer.For general guidance regarding ic"catlon,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute,781 N.Lee Street Suite 312,Mexandrki.VA 22314. Tampa,FL 33610 J Truss Truss Type Qty Ply Oakwood Bldg.Grp/Lot 160 Sped JK 76956853 J150062A F03 (Floor 3 1 Job Reference o(optional Manning Building Supplies. Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. tue Mar 31 14:55:41 2075 Page 1 I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-FU iXV5W xiFaxW BJuhD9c9eEHiJzB9QiASfxAstzVOjG 0-1-8 1� 3-0_i 1-8-0 O F 10-0� r -� Scale=1:28.1 4x4= 1.5x4= 1.5x4 11 4x7 I 1 2 3 4 5 6 7 8 9 9 0 o °D T 17 16 15 14 13 12 11 10 4x4— 1.5x4 11 40= 1.50 11 11-9-0 15-7-8_ 15-1118 11-9-0 3 10 8 0-4 0 Plate Offsets X Y-- 1:Ed e 0-1-8 9:0-3-0 Ede [19:0-1-8.0-0-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) -0.18 14-15 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(TL) -0.28 14-15 >673 360 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:90 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP N0.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.1 D(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing:13-14. REACTIONS. (Ib/size) 18=843/0-5-0,9=849/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 18-19=-839/0,1-19=-839/0,1-2=-661/0,2-3=-1580/0,3-4=-2059/0,4-5=-1957/0,5-6=-1957/0,6-7=-1581/0, 7-8=-635/0,8-9=-639/0 BOT CHORD 16-17=0/1237,15-16=0/1916,14-15=012133,13-14=0/1957,12-13=0/1957,11-12=0/1184 WEBS 1-17=0/967,2-17=-915/0,2-16=0/544,3-16=-533/0,4-14=-394/123,9-11=0/956,7-11=-873/0,7-12=0/630, 6-13=0/392,6-12=-805/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. 3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131 X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. ,`��P(� ..N .. t.�I�� 6)CAUTION,Do not erect truss backwards. � ,�•�\Ci E N 3F• e' N 68182 ' �•� T F FL Cert. 6634 April 1,2015 _WAR -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev.0211612016 BEFORE USE. Design vdkt fogon'YWllh Mttek connectors.This design fs based only upon parameters shown,and h for an Individual building component. Appik;aiofparand proper IncorporatbnIL, ,l2, mponet K reslxxblhown B for latfIndNkJualwebflkmporary bradngtoInsrrreyof the MiTek' erectorofructue resportslblontrd,storage,delivery,erection arxf br ,consrdi ANSI/TPII Quality Crlfeda,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety IMormafbn available from truss Rate Institute.781 N.Leette Alexandria,VA 22314. Tampa.FL 33610 J Truss j Truss Type ty 7PIYOakwood Bldg.Grp/Lot 160 Spec/JK 769568J150062A F04 Floor 1 Job Referenceo tional Manning Building Supplies. Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. I us Mar 31 14:55:42 2015 Page 1 I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-jhGviR W aTZio8Lu5FxgrisnVpjNAutTKhJhkOKzVOj F 0-1-8 H r— r 1-5_4 1-0-14 f 1-0-14 01 1-3-0 �— Sca e=1:27.4 6x8= 1.5x4= 1.5x4= 1 2 3 4 5 6 7 8 9 0 i m 18 17 16 15 14 13 11 3x3= 3x4= 3x3= 3x3= 3x3= 1.5x4 II 44= 3x3 II 5x5= 3x3= 1-6-0 4-0-0 6-6-0 9-" -5-4 10-8-4 11-11-4 13-3-12 14-6-14 15-11$ 1$-0 2-6-0 2-6-0 2-6-0 -5-4 1-3-0 1-3-0 1-4-8 1-3-2 1-0-10 Plate Offsets X Y- 1:0-1-8 0-0-8 [9:0-1-8,0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdef1 Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) -0.09 15-16 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.73 Vert(TL) -0.15 15-16 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(TL) 0.02 12 n/a Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:1171b FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:12-13,11-12. REACTIONS. (Ib/size) 19=679/0-5-0,10=844/0-5-9,12=2108/0-3-8 Max Grav 19=679(LC 3),10=1019(LC 4),12=2108(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-19=-675/0,9-10=-1006/0,1-2=-532/0,2-3=-1198/0,3-4=-1406/0,4-5=-919/0, 5-6=-919/0,6-7=-273/0,7-8=-473/0,8-9=-479/0 BOT CHORD 17-18=0/987,16-17=0/1 394,15-16=0/1371,14-15=0/919,13-14=0/919,12-13=-373/0, 11-12=-377/0 WEBS 7-12=-2042/0,1-18=0/774,7-13=0/922,2-18=-707/0,6-13=-1003/0,2-17=0/327, 3-17=-304/0,9-11=0!724,8-11=-1265/0,7-11=0/1075,4-15=-711/0,5-15=0/455 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 MT20 unless otherwise indicated.3)"Semi-rigid s and design of truss. 4)Recommend 12x6 st ongbacks,on edge,paced at 10-0-0 c tchbreaks with fixed heels"Member end fixity and fastened to each truel was used in the ss lwith 3-110d(0.131'!XX)nails. Strongbacks to �� QU 1 N V� be attached to walls at their outer ends or restrained by other means. `, OP. ••• �� E N SF•. '� 5)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard N 68182 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) = Vert:10-19---10,1-7=-100,7-9=-855 .Q •:441 T F � � ��i,S •N AL��. 1111111111 FL Cert. 6634 April 1,2015 0 WARNING•Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERA NCE PAGE MY-7473 rev.02/16P2015 BEFORE USE. Design valid for use only with Mflek connectors.This design Is based only upon parameters shown.and Is for an Individual"ding component. Applicability of design parameters and proper Incorporation of component Is responsibility of Wilding designer-not taus designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability,during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of true building designer.for general guidance regarding 6904 Parke East Blvd. fa rication,quality control.storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Rate Institute,781 N.Lee Street.Suite 312,Alexandda.VA 22314. Tampa.FL 33610 Job Tfuss !Truss Type Oty Ply Oakwood Bldg.Grp/Lot 160 Sped JK 76956855 J150062A F05 �IGABLE 1 1 Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:55:43 2015 Page 1 I D:xvmPJ iptGZ6ucLh8AAmidMzaOPh-BtgHwnXCEsgfmUTHoeB4E3Kou7ujdO8TvzO' gH�wmzVOj E 0 1N8 01- Scale=1:23.1 3x3= 3x3= 1 2 3 4 5 6 7 8 9 10 11 24 23 E0 T Lo 22 21 20 19 18 17 16 15 14 13 12 3x3= 3x3= 30= 3x3= 1-4-0 2-8-0 4-0-0 5-4-0 6-9-8 8-3-0 9-7-0 10-11-0 12-3-0 13-7-0 1-4-0 1-4-0 1-4-0 1-4-0 1-5-8 1-5-8 1-0-0 1-0-0 1-4-0 1-4-0 Plate Offsets X Y-- 23:0-1-8 0-0-12 24:0-1-8 0-0-12 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) rVa n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) -0.00 13 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:72 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 SP No.2(flat) 10-0-0 oc bracing:21-22,12-13. REACTIONS. All bearings 13-7-0. (lb)- Max Grav All reactions 250 Ib or less at joint(s)22,12,17,13,14,15,16,21,20,19,18 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)All plates are 1.5x4 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. NO �F GENs N 68182 �'0 •�• 9O•., T F .� • FL Cert. 6634 April 1,2015 0 WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M167473 rev.0117 6 2 0 7 5 BEFORE USE. Design valid!for use only with MITek connectors.This design Is based only upon parameters shown.and Is for an Individual building component. . � teof design pProper arameters and responsibility tdesigner.Bracing shown islateral support f individual members only. temporary ary braciInsure sabilityy during construction Is the espoultIltyf the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.for general guidance regarding MiTek, fabrication,quality control.storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Thus Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 i 7J150.062A t rUSS fUSS ype ty y Oakwood Bldg.Grp/Lot 160 Spec/JK 76956856. r F06 Floor 5 1 Job Reference(optional) Manning Building Supplies,Jacksonville,FL Run:7.610 s Jan 29 2015 Pdnt:7.610 s Jan 29 2015 M1ek Industries,Inc. We Mar 31 15:41:41 2015 Page 1 ID:xvmPJiptGZ6ucLh8AAmidMzaOPh-AyPLw_OBhERS6e65brUp9wYw2uzugilQ62W DkvzVO28 1-3-0 204 Scale=1:21.7 3x4= 3x3= 3x3= 3x3 11 3x3 11 3x4= 1.5x4= 1 3x8= 2 3 4 5 6 7 1s 0 m 4 14 13 12 11 10 9 3x3 11 4x4— 3x3— 3x6= 3x6= 3x4= 3x3 11 13-0-4 13-0-4 Plate Offsets(X,Y)-- :0-1-8,Ed e, 15:0-1-8,0-0-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.91 Vert(LL) -0.17 11-12 >911 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.91 Vert(TL) -0.2511-12 >624 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight 78 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 14=702/Mechanical,8=696/0-3-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-14=-693/0,8-15=-676/0,7-15=-676/0,1-2=-524/0,2-3=-1230/0,3-4=-1373/0,4-5=-1373/0,5-6=-1373/0, 6-7=-507/0 BOT CHORD 12-13=0/996,11-12=0/1408,10-11=0/1373,9-10=0/985 WEBS 1-13=0/788,2-13=-748/0,2-12=0/372,3-12=-283/0,7-9=0/739,6-9=-759/0,6-10=0/679,5-10=358/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ```lllillllllrrr��, N 68182 * . T i 1 ,,�� rllnl16 l►1111 FL Cert. 6634 April 1,2015 Q WARNING-VerHy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.02/1&2015 BEFORE USE. Flor aw/'Tek, AldllloncA permanent bracing of the overall structure is the resporlltty of the txrilding designer.For general 9�dartce regardhg �Y� 1 Il fabrication,quality conhol,storage,delNery,erection and txachg,consult ANSI/TPII Guallty Critedo,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information ovapable from Truss Rafe Institute,781 N.Lee Sheer,Sutte 312.Alexandria.VA 22314. Tampa,FL 33610 JOB Truss ,Truss Type Qty PlyOakwood Bldg.GrplLott60 Sped JK T6956857 J150062A F07 Floor Girder 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville.FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:55:44 2015 Page t ID:xvmPJiptGZ6ucLh8AAmidMzaOPh-f3Og77Yq?AyW Ne2TMMiJnHS W WX7jMl Id8dArTCzVOi D 1-3-0 i 2-0-4 0N6 Scale=1:22.6 3x8 11 3x6 3x6 11 3x6 11 1.5x4= 1 15 2 16 3 4 17 5 6 18 7 0 N op I� 0 13 12 11 10 9 3x6 11 3x6 II 6-6-0 7-9-4 9-0-4 13-0-4 6£-0 1-3-4 1-3-0 4-0-0 Plate Offsets X Y-- 7:0-1-8 Ed a 7:0-1-8 0-0-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.27 Vert(LL) -0.08 11-12 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.47 Vert(TL) -0.13 11-12 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.41 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code FBC2010fTPI2007 (Matrix) Weight:1061b FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.1 D(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.1 D(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 14=1111/Mechanical,8=1075/0-3-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-14=-1090/0,7-8=-1038/0,1-15=-1109/0,2-15=-1109/0,2-16=2618/0,3-16=-2618/0,3-4=-2911/0,4-17=-2911/0, 5-17=-291110,5-6=-2911/0,6-18=-1056/0,7-18=-1 058/0 BOT CHORD 12-13=012128,11-12=0/3005,10-11=0/2911,9-10=0/2069 WEBS 7-9=0/1376,1-13=0/1455,6-9=-1384/0,2-13=-1393/0,6-10=0/1203,2-12=0/671,3-12=-530/0,5-10=-591/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 6x6 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1Od(0.131"X 3")nails. Strongbacks to 11/111111111111, be attached to walls at their outer ends or restrained by other means. PGO I N V t� 1.*.. 6)CAUTION,Do not erect truss backwards. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)210 Ib down and 102 Ib up at `��O �j 1-6-12,210 Ib down and 102 Ib up at 3-5-0,210 Ib down and 102 Ib up at 5-5-0,130 Ib down and 102 Ib up at 7-1-0,and 2101b down �� , •'•�G E N 3•' .0 and 102 Ib up at 9-1-0,and 210 lb down and 102 Ib up at 11-1-0 on top chord. The design/selection of such connection device(s)is : op the responsibility of others. • N 68182 LOAD CASE(S) Standard = ; 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 9. Uniform Loads(pit) Vert:8-14=-10,1-7=-100 ro) T F i Concentrated Loads(lb) Q �� Vert:3=-130 5=-130 15=-130 16=-130 17=-130 18=-130 �'��s •N AL E�� i1111111111 FL Cert. 6634 April 1,2015 Q WARNING.Veriry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1II-7473 rev.02116MI S BEFORE USE. " Design valid for use only with Mtfek connectors.This design is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is Additional permanent for lateral support of Individual web members bracing o the overall structure temporary rrespo s"Iry,o ithe building deslgner.gconstruction is the For general guidance re garding of the MiTek• fabrication,qudlly control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Oakwood Bldg.Grp!Lot 1S0 Sped JK T6956858 J150062A F08 Floor 6 1 Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:55:45 2015 Pagel I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-7Gy2KSZSmU4N?odgw3DYKU P?exSb5GUmNGvO?ezVOjC 0-4-0 1-3-0 ��.� t-4-0 1 110 f—I � Scale=t:14.3 3x6 11 3x3= 3x3= 3x3= 1.5x4 11 3x6= 3x3— 1 2 3 4 5 6 13 1.5x4= 0 m 3x3= 7 3x3— 12 11 10 9 1.5x4 11 3x3= 1.5x4 11 3x6= 0-4-0 1 5-11-0 -4-8 0-41 5-7-0 -1 1-4-0 Plate Offsets X Y-- [13:0-1-&0-0-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.65 Vert(LL) -0.04 10-11 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.56 Vert(TL) -0.06 10-11 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(TL) -0.03 8 n/a n/a BCDL 5.0 Code FBC2010ITP12007 (Matrix) Weight:49 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing:11-12. REACTIONS. (Ib/size) 1=218/0-3-8,8=829/0-5-8 Max Upliftl=-2(LC 4) Max Grav1=230(LC 3),8=829(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 5-6=0/317 BOT CHORD 8-9=-317/0 WEBS 5-8=-508/0,5-9=0/563,6-8=-497/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2 Ib uplift at joint 1. 3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131 X 3")nails. Strongbacks to resrained by other means. 5)Gaptbetw enol snide of top chordwlls at their outerb ar ngends orandtfir t diagonal or vertical web shall not exceed 0.500in. `�� CLU►N VF 6)CAUTION,Do not erect truss backwards. �� P'• �E N S �� , '•••��Ci F•'•. �i LOAD CASE(S) Standard ' 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 N 68182 • Uniform Loads(plf) .. Vert:7-12=-10,1-6=-100 Concentrated Loads((b) Vert:6=-300 T F i I � �O • A FL Cert. 6634 April 1,2015 7AWARNING NG-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.02/162015 BEFORE USE. 'lid for use only with MITek connectors.This design Is based only upon parameters shown.and Is for on Individual building component. .I ty of design parameters and proper Incorporation of component 5 responsibility of building designer-not truss designer.Bracing shownal support of Inxdivi dual web members only. Addition al temporary bracing to Insure stability during construction Is the respotsibtllity of dine MiTek' Addlflonal pennrranent bracing of the overall structure is the resporslbility of dine bullalrg designer.For general guidance regarding6904 Parke East Blvd. n,quality control,storage.delivery,erection anal bracing,consult ANSI/TPII Quality Crlteda,DSB-89 and BCSI Building Componentormation avaliable from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Q77�__�Oa od Bldg.Gr�L0160 ped JKJ150062A F09 Floor 1 eference Manning Building Supplies, Jacksonville.FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:55:46 2015 Page 1 I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-bS W QYoa4XnCEdyCs UnknsryG7KtegkFvbwfxX5zVOi B 0-4-0 13 _ 17-8 0-10-0 — i Scale=7:12.5 3x6 11 3x6 11 3x10= 3x6= 1 2 3 41.5x4 II 5 6 i 12 2x5= O 3x3= 3x10= 11 10 9 7 1.5x4 11 3x3= 3x5— 0-4-0 5-1-0 6 5 04-0 3-3-0 1 E-0 110 Plate Offsets(X Y) f5 0 4 8 Edgel f7:0 2 0 Edge) (8:0-4-8 Edgel fll:Edge 0-0-121 [12:0-1-8 0-1-01 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.29 Vert(LL) -0.01 10 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.19 Vert(TL) -0.02 10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(TL) -0.02 8 n/a Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:48 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing:10-11. REACTIONS. (Ib/size) 1=211/0-3-8,8=3162/0-5-8 Max Grav 1=221(LC 3),8=3162(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 5-6=0/264 WEBS 5-8=-2805/0,6-8=-450/0,5-9=0/329 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Magnitude of user added load(s)on this truss have been applied uniformly across all gravity load cases with no adjustments. 3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. ,`,,,� 6)CAUTION,Do not erect truss backwards. ` aU N V�C LOAD CASE(S) StandardENS �� P. ••• 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 : •• �`'•.• Uniform Loads(plf) Vert:7-11=-10,1-6=-100 N 68182 1 Concentrated Loads(lb) i Vert:6=-300 5=-2437 • ice O�.• T FL Cert. 6634 April 1,2015 ? 0 WARNING-Verily design parameters and READ NOTES ON This AND INCLUDED MTEK REFERANCE PAGE MIF7473 rev.02/162015 BEFORE USE. Design valid for use only with MiTek connectors.This design Is based only upon parameters shown.and Is for an IndlNdual buNding component. Applicability of design parameters and proper Incorporation of component Is responsibility of Lxrilding designer-not truss designer.&acting shown - Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek" ! erector. Additional permanent bracing of the overall structure B the responsibility of the building designer.For general guklance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety Information avaialble from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss TypeQty Ply Oakwood Bldg.Grp/Lot 160 Sped JK J150062A Flo Floor 2 1 Job Reference(optional) 76956860 Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:55:46 2015 Page 1 I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-bS W QYoa4XnC EdyCs Unkns'lyl RKuwgk3vbwfxX5zVOjB 0-4-0 1-3-0 1-7-0 _J 3x6 11 3x6 1'. 3x3= Scale=1:12.6 1 2 3 41.5x4 11 5 10 1.5x4= 0 T L 1.5x4 11 3x3= 9 8 7 3x3= 3x3= 0 4-0 5-0-8 0-0-0 4-8-8 Plate Offsets(X Y) [10:0-1-8,0-0-121 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) Well Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.14 Vert(LL) -0.01 8 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.11 Vert(TL) -0.01 8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) -0.01 6 n/a Na BCDL 5.0 Code FBC20101TPI2007 (Matrix) Weight:33 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-0-8 oc purlins, except BOT CHORD 20 SP No.2(flat) end verticals. WEBS 20 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 6=242/0-5-0,1=249/0-3-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 1-8=0/255 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5)CAUTION,Do not erect truss backwards. .�`'p.au 1 N vFt''�. ,�.`��.��GENSF•F�� N68182 * . '* 4� �N F 4 41r I lilt FL Cert. 6634 April 1,2015 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M11-7473 rev.02/15/2015 BEFORE USE. Design valid for use only with Mifek connectors.This design Is based only upon parameters shown,and Is for an Individual budding component. Applicability of design parameters and proper Incorporation of component Is responsibility of b<dlding designer-not truss designer.Bracing shown is for lateral support of individual web members onty. Additional temporary bracing to kstxe stability during construction Is the resporsibddlty of the MiTek' erector. Additional permanent brackg of the overail structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.deilvery.erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Rate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tanya,FL 33610 Job Truss Truss Type Qry Pty Oakwood Bldg.Grp/Lot 160 Sped JK T6956861 J150062A F11 GABLE 1 1 Job Reference o tional Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:55:46 2015 Page 1 I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-bSW QYoa4XnC EdyCsUnknsiyJQKvRgluvbwlxX5zVOjB 11_ 3x3= Scale=1:12.6 1 3x3= 21.5x4 31.5x4 11 41.50 1 5 12 11 I x = 1.5x4= 0 I 10 9 8 7 6 3x3— 3x3— 1.5x4 11 3x3— 3x3— 1-4-0 2-7-4 3-10-8 5-2-8 1-4-0 1-3-4 1-3-4 1-4-0 Plate Offsets X Y-- [11:0-1-8,0-0-121.[12:0-1-8,0-0-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) rUa n1a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) -0.00 7 n/a Na BCDL 5.0 Code FBC2010ITP12007 (Matrix) Weight:351b FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-2-8 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.2(flat) REACTIONS. All bearings 5-2-8. (lb)- Max Grav All reactions 250 Ib or less at joint(s)10,6,8,7,9 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"XX)nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. % 4v N vF OP 1CENS F�'�� N 68182 ' yt 4�1 � F :•� FL Cert. 6634 April 1,2015 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev.02116MIS BEFORE USE. " Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an Individual txrildir>4.1 component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during consirucTbn Is the resrxxsiblllity of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the biding designer.for general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. t Suite 312. Alexandria.VA 22314. Tampa,FL 33610 781 N.Lee Street.Information evil e from Truss Plate Institut.,e Job Truss Truss Type Qty ly Oakwood Bldg.Grp/Lot 160 Sped JK 76956862 J150062A F12 Floor 6 i Job Reference 0 tional Manning Building Supplies. Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:55:47 2015 Page i ID:xvmPJiptGZ6ucLh8AAmidMzaOPh-4e4ol8ai 15K5E6m21 UFOPV USVkDiZB?3gaOV3XzVOjA 0-1-8 Hi 1-3-0 2-0-8 3x6= Scale=1:12.6 1 3x3= 2 3x3 11 3 3x3 11 4 9 I 1. 4 0 I I, i 3x6= 7 6 3x6= 3x3- 3x3 11 5-6-8 5-6-8 Plate Offsets X Y-- 9:0-1-8 0-0-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud �PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.25 Vert(LL) -0.01 6 >999 480 20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.13 Vert(TL) -0.01 6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 5 n/a n/a Weight:391b FT=20%F,11%E BCDL 5.0 Code FBC2010(rP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-6-8 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 8=285/0-3-8,5=29110-3-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 8-9=-280/011-9=-279/0,4-5=-285/0 WEBS 1-7=0/319,4-6=0/329 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. �% \GENS N 68182 �•� T Foo •� � IIIII1111��` FL Cert. 6634 April 1,2015 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE U11-74 73 rev.02/1&20157BEFORE USE. Design valid for use orgy with Mitek connectors.This design is based only upon parameters shown,and is for an Individual desi building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary lxacirt4l to Insure stability during construction h the responsibility of ifle MiTek" erector. Additional permanent bracing of tine overall structure B fine responsibility of the"ding designer.For general guidance regardkig I fabrlcaflon,quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Poore IrutBute,781 N.Lee Sheer,Su ITe 312,Alexandrla.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Oakwood Bldg.Grp/Lot 160 Sped JK 76956863 J150062A F13 Floor 3 i Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:55:47 2015 Page i ID:xvmPJiptGZ6uclh8AAmidMzaOPh-4e4ol8ail5K5E6m21 UFOPvUSPkEOZB63gaOV3XzVOjA 1-3-0 2-1-0 0i 4-0 1.5x4 3x3 11 3x6 Scale=1:12.6 1 3x6= 2 3 4 i to Im NIF I l 3x3= 1.5x4 11 7 6 5 3x3= 3x3 11 3-10-0 5-2-8 5-6-8 3-10-0 1-4-8 0-0-0 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.25 Vert(LL) -0.01 6 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.11 Vert(TL) -0.01 6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) -0.01 4 n/a r1/a BCDL 5.0 Code FBC201O/TPI2007 (Matrix) Weight:34 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-6-8 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 8=276/0-3-0,4=276/0-3-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-8=-271/0 WEBS 4-6=0/30411-7=0/303 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5)CAUTION,Do not erect truss backwards. \\illllil//� .��01) • •FBF''. �E NSF•.? N 68182 •' T F00 . C? � +!inti►\\�� FL Cert. 6634 April 1,2015 Q WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev.021163015 BEFORE USE. Design valid for use only with Mffek connectors.This design Is based only upon parameters shown.and is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracW of the overall structure Is the responsibility of the building designer.for general gukiance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1PII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd_ Safety Information available from Truss Plate Institute,781 N.Lee Street Suite 312 Alexandria,VA 71314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Oakwood Bldg.Grp/Lot 160 Spec/JK 76956864 J150062A F14 Floor Girder 1 1 Job Reference o tional Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc.Tue Mar 31 14:55:48 2015 Page 1 ID:xvmPJiptGZ6ucLh8AAmidMzaOPh-YgdAzUbK3PSxsGLEbCnFx71ew8ZvleoC3EB2czzVOj9 1-4-0 6x6 3x6 1 3x6 11 6x6= = 1-8-0 1 2 9 3 10 4 Scale=1:9.9 i i 0 I I 1 3x3= 3x3= 8 7 6 3x3 11 3x3 11 4-7-0 4-7-0 Plate Offsets X Y- 13:0-3-0,0-0-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.14 Vert(LL) -0.00 6 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.14 Vert(TL) -0.01 6 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(TL) 0.00 5 n/a n/a Weight:35 Ib FT=20%F,11%E BCDL 5.0 Code FBC2010/TPI2007 (Matrix) LUMBER- BRACING- TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-7-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 8=448/0-3-8,5=447/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-8=-444/0,4-5=-437/0,1-2=-328/0,2-9=-328/0,3-9=-328/0,3-10=-328/0,4-10=-328/0 BOT CHORD 6-7=0/328 WEBS 4-6=0/432,1-7=0/432,2-7=-258/0,3-6=-274/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1111 i r r r r r 11� 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �PCo I N V t� Uniform Loads(plf) , Vert:5-8=-10,1-4-100 O'�,�C E N Concentrated Loads(lb) Vert:1=-121 9=-149 10=-149 N 68182 O�. 41J T F ' � 'lV ` � rrrnr11N11 N. FL Cert. 6634 April 1,2015 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/116/2075 BEFORE USE. Design valid for use only with M(Iek connectors.This design k based only upon paameters shown,and Is for an individual building component. ; Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not buss designer.Bracing shown MI lek' is for laferal support of Individual web members only. Additional temporary pacing to Unsure stability during construction Is the responsitAlily of the erector. Additional permanent bracing of the overall structure Is the responsibility of the tx111ty Cr designer.For general guidance regarding 6904 Parke East Blvd. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Oakwood Bldg.Grp/Lot 160 Sped JK 76956865 J150062A FIS 11 Floor 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:55:48 2015 Page 1 ID:xvmPJiptGZ6ucLh8AAmidMzaOPh-YgdAzUbK3PSxsGLEbCnFx71 em8a_leQC3E82czzVUlu 1-3-4 i Scale=1:11.5 6x6= 3x6 16x6= 1 2 3 0 ur Io 6 S 3x6 11 3x6 11 3x6 11 3x6 11 1-6-4 4-0-12 5-7-0 1 fifi 2-6-8 1-6-4 LOADING(psf) SPACING- 2-0-0 �TCO. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 5 Vert(LL) -0.00 6 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.07 Vert(TL) -0.00 5-6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2010I P12007 (Matrix) Weight:48 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-7-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 7=293/0-3-8,4=293/0-3-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-7=-287/0,3-4=-287/0 BOT CHORD 5-6=0/399 WEBS 1-6=0/287,3-5=0/287 NOTES- 1)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ovl ' �E N .� N 68182 T F44/ w � /rrinl►t�� FL Cert. 6634 April 1,2015 Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02116MIS BEFORE USE. Design valid for use only with MIIek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is itle responsibility of ftre building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Nate Iruiltule,781 N.Lee Street,Suite 312,AlexandrkL VA 22314. Tampa,FL 33610 Job Truss I Truss Type Qty Ply Oakwood Bldg.Grp/Lot 160 Spec/JK 76956866 J150062A FG01 FLOOR GIRDER 1 4 Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:55:50 2015 Page 1 I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-U DIxOAdbb0jf6ZVdjcpj 1 Y6r8y5hmLKV W Yd9gszVOj7 1-11-11 1-11-11 1-11-11 1-11-1122--0-0 1 2-3-111 1-10-7 2-9-7 Scale=1:65.8 This truss is NOT symmetric. Proper orientation is essential. 4x7= 4x7= 6x6= 4x4= 2x4 1 4x4= 6x8= 5x14= 4x10= 4x10= 4x4= 2x4 II 2x4 II 4x10= 6x6= 1 2 30 3 4 5 6 7 8 9 10 11 12 13 31 14 15 � to 0 29 28 27 26 25 24 23 22 21 20 19 18 17 16 2x4 11 4x4= 4x10= 2x4 11 2x4 11 5x12= 5x10= 5x12= 4x10= 7x10 MT20HS= 4x4= 6x6= 4x7= 2x4 2-3-3 6-4-4 8-5-11 13-4-5 15-9-12 77-9-15 19-8f> 21-6-13 23-5-4 25-3-11 27-2-2 29-0-9 32-3-4 36-1-13 38-3-12 2-3-3 4-1-1 2-1-7 4-70-10 2-5-7 2-0-3 1-10-7 1-10-7 1-10-7 1-10-7 1-10-7 1-10-7 3-2-it 3-70-9 2-1-15 Plate Offsets(X Y)-- (6:0-4-0 Edge) l[20:0-5-0,0-4-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.30 19-20 >888 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(TL) -0.5719-20 >470 360 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(TL) 0.04 16 n/a n/a BCDL 5.0 Code FBC2010ITP12007 (Matrix-M) Weight:951 Ib FT=11% LUMBER- BRACING- TOP CHORD 2x6 SP DSS TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SP DSS end verticals. WEBS 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 15-17,14-17,14-18,7-22,8-22,8-21,9-21,9-20,11-20,11-19:2x4 SP No.1D REACTIONS. (Ib/size) 29=1072/0-5-0,16=4581/Mechanical,23=18758/0-3-8 Max Grav29=1248(LC 3),16=4619(LC 4),23=18758(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-29=-1169/0,15-16=-4194/0,1-2=-1777/0,2-30=-4530/0,3-30=4530/0,3-4=-4530/0, 4-5=-317/2450,5-6=0/14563,6-7=0/14563,7-8=0/12090,8-9=-9840/0,9-1 0=-22208/0, 10-11=-2 2208/0,11-1 2=-22674/0,12-13=-22674/0,13-31=22674/0,14-31=-22674/0, 14-15=-6688/0 BOT CHORD 27-28=0/3375,26-27=-2450/317,25-26=2450/317,24-25=-2450/317,23-24=-24548/0, 22-23=-24548/0,21-22=0/1239,20-21=0/18494,1 9-20=0/25190,18-19=0/22674, 1 7-18=0/1 3723,16-17=0/320 WEBS 7-23=-17096/0,3-27=-2236/0,13-18=-4045/0,15-17=017425,14-17=-8379/0, 14-18=0/1 0490,7-22=0/14595,8-22=-1 5239/0,8-21=0/10334,9-21=-1 0382/0, 4-26=02226/0,15-25=0/2165,712480/01/1559,25-2248==--11 486755/00/0,2-1217=190=1332095, 24=-14650/0?121719/13051 027=0/5516, `, %�Q0 'N VF .`�,�P'\GENS �F�� .� NOTPIy truss to be connected together with 1 Od(0.131"x3")nails as follows: ..\,\o •� �••�' Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. N 68182 Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-7-0 oc,Except member 3-27 2x4-1 row at 0-9-0 oc,member 13-18 2x4-1 row at 0-9-0 oz ,member 15-17 2x4-1 row at 0-9-0 oc,member 17-14 2x4-1 row at 0-9-0 oc,member 14-18 2x4-1 row at 0-9-0 oc,member 7-22 2x4-1 row at 0-9-0 oc,member 22-8 2x4-1 row at 0-9-0 oc,member 8-21 2x4-1 row at 0-9-0 oc,member 21-9 2x4-1 row at 0-9-0 oC�0 ,member 9-20 2x4-1 row at 0-9-0 oc,member 20-11 2x4-1 row at 0-9-0 oc,member 1-28 2x4-1 row at 0-9-0 oc,member 28-2 2x4-- �• T F :•4 1 row at 0-9-0 oc,member 2-27 2x4-1 row at 0-9-0 oc,member 27-4 2x4-1 row at 0-9-0 oc,member 4-26 2x4-1 row at 0-9-0 oc, 4% member 5-25 2x4-1 row at 0-9-0 oc,member 7-24 2x4-1 row at 0-9-0 oc,member 24-5 2x4-1 row at 0-9-0 oc,member 11-19 2x4-i i� ,0 Q:•'� % row at 0-9-0 oc,member 12-19 2x4-1 row at 0-9-0 oc. I tS \G�% Attach TC w/1/2"diam.bolts(ASTM A-307)in the center of the member w/washers at 4-0-0 oc. ��j s ••�\ ` 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 A; connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced floor We loads have been considered for this design. 4)All plates are MT20 plates unless otherwise indicated. FL Cert. 6634 5)The Fabrication Tolerance at joint 6=11%,joint 10=11% 6)Refer to girder(s)for truss to truss connections. April 1,2015 7)Bearing at joint(s)23 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity p WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11.7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design Is based only upon parameters shown,and Is for an lndl Adlxl Lwlding component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stat-Alty during construction Is the iespondbillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.for general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avaldble from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexondrki.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply =Bldg. 0 Spec/JK76956666J150062A FG01 FLOOR GIRDER 14 Manning Building Supplies. Jacksonville.FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:55:50 2015 Page 2 I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-U DIxOAdbb0if6ZVdjcpj 1 Y6r8y5hmLKV W Yd9gszVOj7 NOTES- 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131 X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 10)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert:16-29=-10,1-30=-100,30-31=-844,15-31=-100 ,,``,>yllllllil///� Qv IN Viczcc,, .,, �• .......... �• ,•.•��GENSF•.� '.� N 68182 * r r r 0 • •Q� T F �/� ��40P r•N A 1� %% Irnn FL Cert. 6634 -- 0 WARNING-Vwlfy design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MIF7473 rev.0?J76✓?075 BEFORE USE. Design vaild for use ordy with Mflek connectors.This design Is based only upon parameters shown,and is for an Individual bolding component. Applicability of design parameters and proper Incorporation of component Is responsItAlity of building designer-not truss designer.Bracing shown S for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the buIlding designer.For general guidance regarding 6904 Parke East Blvd. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component Safety inform ation avalable from Truss Rafe InstBute,781 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 0 t 1Truss russ ypety Y Oakwood Bldg.Grp/Lot 160 Spec/JK 76956667 J150062A FG02 FLOOR GIRDER i 4 Job Reference(optional) Manning Building Supplies,Jacksonville,FL 7.610 s Jan 29 2015 MiTek Industries,Inc.Tue Mar 31 15:44:53 2015 Page 1 ID:xcXyHTFe5B3tDfXHEbv2UBzY5Mf-Yu?xDeLcUDdC88n?rAwrxPV161Z4pLThGw1NTnzVO?B 1� 2-1-5 2-2-11 2-4�i 2-4-7 2-4�4-72-4�4 7 1�5-141 Scale=1:70.6 This truss is NOT symmetric. Proper orientation is essential. 6x6= 2x4 I I 4x4= 2x4 I I 4x4= 2x4 I I 4x4= 2x4 11 8x8= 5x8= 2x4 I I 4x10= 2x4 I 4x7= 2x4 11 8x8= 8x14= 3x4 11 1 2 3 31 4 5 6 7 832 9 10 11 12 13 14 33 15 16 17 18 0 0 6 0 N �N 29 28 27 26 25 24 23 22 21 20) 30 19 3x5 11 4x10= 8x8= 4x10= 4x10= 5x5= 8x12= 5x10= 4x10= 6x12 M18SHS= 10x14= (")Provide a hanger to transfer concentrated load(s)to each ply of the girder. 2-4-13 2-4-13 4-161--30 2065-8 2216-11 801 -0-8 40-11-00 -1 414 4 58 4-6-3 3 fi B 2 Plate Offsets(X Y)-- [9:0-4-0 0-4-8] [10:0-3-8 0-2-8j [16:0-4-0 0-4-8] [17:0-3-0 0-4-0] [20:0-2-0 0-6-4] [23:0-5-4,0-6-01,[27:0-4-0,0-6-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.82 Vert(LL) -0.22 21-22 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(TL) -0.36 21-22 >671 360 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(TL) 0.04 19 n/a n/a BCDL 5.0 Code FBC201 O/TPI2007 (Matrix-M) Weight:1204 Ib FT=11 LUMBER- BRACING- TOP CHORD 2x6 SP No.1 D TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x8 SP DSS except end verticals. WEBS 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 17-20:2x8 SP No.1 D REACTIONS. (Ib/size) 29=2929/0-5-0,19=16622/0-5-0,24=1 2493/0-5-0 Max Grav 29=3023(LC 3),19=16716(LC 4),24=12493(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-29=-2713/0,18-19=-1097/0,1-2=-3126/0,2-3=-3126/0,3-31=-3036/0,4-31=-3036/0, 4-5=-3036/0,5-6=0/3636,6-7=0/3636,7-32=0/8759,8-32=0/8759,8-9=0/8759, 9-10=0/15670,10-11=0/5447,11-12=0/5449,12-13=-15016/0,13-14=-15016/0, 14-33=-26857/0,15-33=-26857/0,15-16=-26857/0,16-17=-23396/0,17-18=-745/0 BOT CHORD 27-28=0/4258,26-27=-1467/1195,25-26=-6228/0,24-25=-11504/0,23-24=-15670/0, 22-23=0/6394,21-22=0/22200,20-21=0/28466,20-30=0/20485,19-30=0/20485 WEBS 10-24=-8027/0,1-28=0/3523,2-28=-1 525/0,3-28=-1350/0,3-27=-2061/0,4-27=-375/0, 5-27=0/2553,5-26=-2790/0,7-26=0/3554,7-25=-3854/0,8-25=-884/0,9-25=0/4295, 9-24=-4970/0,17-20=0/13085,16-20=-5735/0,16-21=-2358/0,15-21=-1699/0, 14-21=0/5622,14-22=-8490/0,13-22=-792/0,12-22=0110171,12-23=-12573/0, Illllllil/�� 11-23=-595/0,10-23=0/11887,17-19=-24079/0 ♦`,%0PQU I N VFX NOTES- ♦♦ ••G E•N 2)4-ply truss to be connected together as follows: N 68182 Top chords connected with Simpson SDS 1/4 x 6 screws as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected with Simpson SDS 1/4 x 6 screws as follows:2x8-2 rows staggered at 0-4-0 oc. Web connected with 12 Gauge(0.216"x3.5')screws as follows:2x4-1 row at 0-9-0 oc,2x8-3 rows staggered at 0-3-0 oc. 3)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. T F (V 4)Unbalanced floor live loads have been considered for this design. i0•. 5)All plates are MT20 plates unless otherwise indicated. 4 P' N ♦. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 01 1 7)This truss design allows for the following max.bolt holes along the member clines spaced a min.of 0-6-0 apart:0.500in in the top �1 tSs �\��♦ chord,0.500in in the bottom chord. �� •N A�- 8)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. 111111111/0,�� StTongbacks to be attached to watks at their cuter ends or restrafEzred by other means. 9)CAUTION,Do not erect truss backwards. 10)Use Simpson Strong-Tie HTU26(20-1od Girder,11-10dx1 1/2 Truss,Single Ply Girder)or equivalent at 39-10-12 from the left end FL Cert. 6634 to connect truss(es)to front face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. April 1,2015 0 WARNING-Verify design parameter,and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16)2015 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an Individual building component. p Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek" erector. Additional permanent tracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and tracing,consult ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalable from Truss Plate Institute,781 N.Lee Street Sulte 312,Alexandra.VA 22314. Tampa,FL 33610 Job r I Truss Truss Type Qty Ply Oakwood Bldg.Grp/Lot 160 Sped JK T6956%7 J150062A FG02 FLOOR GIRDER 1 4 Job Reference(optional) Manning Building Supplies,Jacksonville,FL 7.610 s Jan 29 2015 MiTek Industries,Inc.Tue Mar 31 15:44:53 2015 Page 2 I D:xcXyHTFe5B3tDtXHEbv2U BzY5Mf-Yu?xDeLcU DdC88n?rAwrxPV161Z4pLThGw t NTnzVO?8 NOTES- 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)11153 Ib down at 38-4-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:19-29=-10,1-31=-688,31-32=-100,32-33=-421,17-33=-1022,17-18=-434 Concentrated Loads(lb) Vert:20=-11153(F)30=-876(F) r 1 N O •E N N 68182 O�.• T F '4/ •� . • , 7c � rri1111N��, FL Cert. 6634 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.02/1672015 BEFORE USE. Design valid for use only with MITek connectors.This design is Lased only upon parameters shown,and is for an Individual"cling component. Applicability of design parameters and proper Incorporation of component is responsibility of holding designer-not truss designer.Bracing shown Is for lateral support of individual web members only. Adddkxnal temporary bracing to Irmfre stabAlty during construction Is the responsibility of the Mi fek• erector. Adddkxal permanent bracing of the overall stnrcture Is the responsibility of the buAding designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Trus Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 r r Job Truss Truss Type Qty Ply Oakwood Bldg.Grp/Lot 160 Sped JK T6956868 J150062A A01 '..Common Supported Gable 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:55:23 2015 Page 1 I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-nt dkjxlfyjJ UMOxRdSgORrVN V326xJ MXJraEDwzVOjY 11-11-8 3-11-0 11-11-8 11-11-8 24-11-8, 1 0 8 Scale=1:46.6 4x4= 8 7 9 30 31 6.00 12 10 6 7S32 43x10 II 29 3 2 1 10 28 27 26 25 24 23 22 21 20 19 18 17 16 5x14 11 5x5= 5x14 it 23-11-0 23-11-0 Plate Offsets X Y-- 16:Ed a 0-3-8 26:0-2-5 0-3-0 LOADING(psf) SPACING- 20-0 CSL DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(TL) -0.00 16 n/a Na BCDL 10.0 Code FBC20101FP12007 (Matrix) Weight:152 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2`Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 1-3,13-15:2x6 SP No.2 end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. All bearings 23-11-0. (lb)- Max Horz 28=-1 80(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)28,16,23,24,25,26,21,20,19,18 except 27=-102(LC 12), 17=-101(LC 12) Max Grav All reactions 250 Ib or less at joint(s)28,16,22,23,24,25,26,27,21,20,19,18,17 FORCES. (ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 6-30=-98/293,7-30=-92/296,7-8=-121/357,8-9=-121/346,9-31=92/285, 10-31=-98/281 NOTES- 1)Unbalanced roof live loads have been considered for this design. 1/1111111 i fill� 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25tt;B=45ft;L=24ft;eave=2ft;Cat.II; `%f,� Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Comer(3)0-1-12 to 3-1-12,Exterior(2)3-1-12 to 11-11-8,Comer(3)11-11-8 to ♦%%% 00 IN V 14-11-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions ♦�'QP,.�C ENS*.NS. shown;Lumber DOL=1.60 plate grip DOL=1.6014 • 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 • i N 68182 ' Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. � * �• 4)All plates are 1.5x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). =.Q 4�� N �7)Gable studs spaced at 2-0-0 oc. F Z.8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an other live loads.9)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ��fit between the bottom chord and any other members.10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoints)28,16,23,24,25, !26,21,20,19,18 except Qt=1b)27=102,17=101.11 "Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 1,1�`,♦ FL Cert. 6634 April 1,2015 �— Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.02/162015 BEFORE USE ' f Design valid for use only with Mffek connectors.This design is based only upon parameters shown,and Is for an Individual bullalng component. Applicability of design parameters and proper Incorporation of component Is responsibility of bullding designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to irutxe stability during construction Is the responslbllity of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,c*jdtty control,storage,delivery.erection and bracing,consult ANSI/TPI f Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 72314. Tampa,FL 33610 r Job Truss Truss Type Qty Ply Oakwood Bldg.Grp/Lot 160 Spec/JK T6956869 J150062A A02 Attic 11 1 Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:55:25 2015 Page 1 I D:xvm PJiptGZ6ucLh8AAmidMzaOPh-j PIU8dJvUKZCcj5glsss W GaZttc7PBegm93KIpzVOj W 3-5-12 6-9-12 9-2-12 10-6-9 11-11-8 13-4-7 14-8-4 17-1-4 20-5-4 23-11-0 71 3-5-12 3-4-0 2-5-0 1-3-13 1-4-15 1-4-15 1-3-13 2-5-0 3-4-0 3-5-12 Scale:1/4'_V 5x5= 2x5= 5 2x5= 4 6 6.00 F12 16 15 2x4 II 14 2x4 11 3 1.5x4 II 7 5x5 i 5x5 2 8 2x4 Il 2x4 11 1 9 �o 13 12 11 10 4x4= 7x10- 7x10= 4x4= 6-9-12 17-1-4 23-11-0 6-9-12 10-3-8 6-9-12 Plate Offsets(X Y)-- (11:0-4-12 Edqel (12:0-4-12 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.19 11-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.39 11-12 >726 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.47 Horz(TL) 0.03 10 n/a rVa BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Attic -0.11 11-12 1054 360 Weight:170 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.1 D TOP CHORD Structural wood sheathing directly applied or 5-4-14 oc purlins, except BOT CHORD 2x6 SP No.2'Except' end verticals. 11-12:2x8 SP No.1 D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 13=1020/0-5-0,10=1020/0-5-0 Max Horz 13=191(LC 11) Max Uplifti3=-209(LC 12),10=-209(LC 12) Max Grav 1 3=1 142(LC 18),10=1142(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1550/314,3-15=-1263/340,4-15=-1191/360,4-5=-1 6/557,5-6=-16/557, 6-16=-1191/359,7-16=-1263/340,7-8=-1 550/314 BOT CHORD 12-13=-258/1367,11-12=-164/1308,10-11=-272/1274 WEBS 7-11=0/588,3-12=0/588,4-14=-1928/397,6-14=-1928/397,2-13=-1577/312, 8-10=-1577/311 NOTES- 1) OTES `,``,1111111111♦/�I s design. 2)Wind:ASCEroof 7-10;Vult=1130mph(3 second gust)Vasdlive loads have been considered for =101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=241t;eave=4ft;Cat.II; `` oPpv N••V ♦♦ Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-4-1,Intedor(1)3-4-1 to 11-11-8,Exterior(2)11-11-8 to ; ,•,•�\G E N S�.• ♦� 14-11-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces R MW FRS for reactions p i shown;Lumber DOL=1.60 plate grip DOL=1.60 N 68182 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)Ceiling dead load(5.0 psi)on member(s).3-4,6-7,4-14,6-14; Wall dead load(5.Opst)on member(s).7-11,3-12441 6)Bottom chord live load(30.0 psf)and additional bottom chord dead load(5.0 psf)applied only to room.11-12O�.• T F 11 Z 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)13=209, 0 ,�. p ,� 10=209. ♦♦ O.•�• �� 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ♦♦♦ � 1111111111 ` , 9)Attic room checked for U360 deflection. FL Cert. 6634 April 1,2015 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.02/16,2015 BEFORE USE. Design valid for use only with MiTek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicat-Alty of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral suppofl of Individual web members only. Addltbnal temporary bracing to Insure stability during construction Is the responsibility of the MiTek. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,dellvM.erection and bracing,consult ANSI/TPI t Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 1 Job Truss Truss Type Qty Ply Oakwood Bldg.Grp!Lot 160 Sped JK T6956870 J150062A 601 'Common 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:55:25 2015 Page i I D:xvmPJ iptGZ6ucLh8AAmidMzaOPh-j PIUBdJvUKZCcj5glsss W GaYgtZDPBBgm93KIpzVOj W 12-9-15 6-9-12 9-54 11-1-1 11-11-8 14512 17-1-4 19-11-0 6-9-12 2-7-8 1-1-13 0-10-7 0-10-7 1-7-13 2--7 2-9-12 6x10 11 Scale=1:41.6 r 2x5— 4 2x5= 3 5 6.00 F12 15 11 16 2x4 11 17 2x4 2 6 4x4 7 14 N 1 10 9 8 4x10= 3x6 II 8x8= 3x5 11 6-9-12 17-1-419-11-0 6-9-12 10-3-8 2-9-12 Plate Offsets X Y-- [9:0-3-8,0-6-01 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) Vdefl L/d �PL�ATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.23 9-10 >999 240244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.51 9-10 >463 180 1 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Attic -0.11 9-10 1080 360 Weight:134 Ib FT=209b LUMBER- BRACING- TOP CHORD 2x6 SP NoA D TOP CHORD Structural wood sheathing directly applied or 5-3-8 oc purlins, except BOT CHORD 2x8 SP No.1 D end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-3-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) 1=840/0-5-0,8=897/0-5-0 Max Horz 1=194(LC 11) Max Upliftl=-1 86(LC 12),8=-148(LC 12) Max Grav1=953(LC 18),8=1088(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-14=-1307/209,2-14=-1206/221,2-15=-1041/290,3-15=-957/310,3-4=-591771, 4-5=-56!714,5-16=-1003/307,16-17=-1079/285,6-17=-1088/282,6-7=-1287/213, 7-8=-1555/274 BOT CHORD 1-10=-206/1094,9-10=-206/1094 WEBS 2-10=0/438,3-11=-1946/414,5-1 1=-1946/414,6-9=-45/409,4-11=-50/307, 7-9=-221/1360 ```,��IIIIIIIIII/�I NOTES- •G • 1)Unbalanced roof live loads have been considered for this design. ♦�♦ �P' E N 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4it;Cat.II; ♦ .' S'•• �� Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-Oto 11-11-8,Extedor(2)11-11-8 to F••�' i 14-11-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions N 681 82 shown;Lumber DOL=1.60 plate grip DOL=1.60 *' 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. _ 4).This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will i fit between the bottom chord and any other members. '.• T F 5)Ceiling dead load(5.0 psf)on member(s).2-3,5-6,3-11,5-11; Wall dead load(S.Opsf)on member(s).2-10,6-9 6)Bottom chord live load(30.0 pst)and additional bottom chord dead load(5.0 psf)applied only to room.9-10 �jO �` Q' ♦♦ 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=1b)1=186, 8=148. <` 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. NAL 9)ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. ►11111111��, FL Cert. 6634 April 1,2015 0 WARNING-Verlry des/gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.0211512015 BEFORE USE. Design valid for use only with MITek connectors.This design is based only upon parameters shown,and Is for an Individual bu lding component. Applicability of design parameters and proper Incorporation of component Is responsibility of txillding designer-not truss designer.Bracing shown erecfor. Additional permanenis for lateral support of t bracing o thel web roerall sttrrucituure is tempora responsibilityry bracing tthe building o insure stability For general guidance ronstruction Is the e responsibility of the MiTek' fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Rate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply Oakwood Bldg.Grp/Lot 160 Spec/JK T6956871 J150062A B02 Common 3 1 Job Reference(optional) Manning Building Supplies, Jacksonville.FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:55:26 2015 Page 1 I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-BclsLzKXEeh3DtgOJaN52U7jaHvS8eOz?ppugFzVOj V 12-9-15 6-9-129-5-4 11-1-1 11-11-8 14- :12 17-1-4 19-11-0 6-9-12 2-7-B 1-7-13 '0-10-7'0-10-71 1-7-13 2-7-8 2-9-12 6x10 I'. Scale=1:41.6 2x5= 4 2x5= 3 5 6.00 12 15 11 16 2x4 11 17 2x4 11 2 6 4x4 7 14 _o 1 N l � 10 9 8 4x10= 3x6 II 8x8= 3x5 11 ¢ 6-9-12 17-1-419-11-o 6-9-12 103-8 2-9-12 Plate Offsets(X Y)-- (9:0-3-8 0-6-01 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loo) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.23 9-10 >999 240 MT20 244/190 t TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.51 9-10 >463 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code FBC2010/1-PI2007 (Matrix-M) Attic -0.11 9-10 1080 360 Weight:134 Ib FT=20% i LUMBER- BRACING- TOP CHORD 2x6 SP No.1 D TOP CHORD Structural wood sheathing directly applied or 5-3-8 oc purlins, except BOT CHORD 2x8 SP No.1 D end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-3-12 oc bracing. 4 1 MiTek recommends that Stabilizers and required cross bracing beinstalled during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=840/0-5-0,8=897/0-5-0 Max Horz 1=194(LC 11) i Max Upliftl=-186(LC 12),8=-148(LC 12) 4 Max Grav1=953(LC 18),8=1088(LC 20) i FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. i TOP CHORD 1-14=-1307/209,2-14=-1206/221,2-15=-1041/290,3-15=-957/310,3-4=-59/771, 1 4-5=-56/714,5-16=-1003/307,16-17=-1079/285,6-17=-1088/282,6-7=-1287/213, 7-8=-1555/274 BOT CHORD 1-10=-206/1094,9-10=-206/1094 WEBS 2-10=0/438,3-11=-1946/414,5-11=-1946/414,6-9=-45/409,4-11=-50/307, j 7-9=-221/1360 NOTES F4, ., ,, QV 1 N V I ,% P. �j 2)Winbd:ASCE1)Unalancedr7-10;Vuoad30mph(3 second gust)Vasdoof live ls have been considered for =101 mph;TCDL=4.2pst;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.II; ♦♦�s design. ` 'O•�,�C E N S4' Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-Oto 11-11-8,Extedor(2)11-11-8 to 14-11-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions N 6$1 82 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 Q fit between the bottom chord and any other members. 5)Ceiling dead load(5.0 psf)on member(s).2-3,5-6,3-11,5-11; Wall dead load(5.Opsf)on member(s).2-10,6-9 •. T F i 6)Bottom chord live load(30.0 psf)and additional bottom chord dead load(5.0 psf)applied only to room.9-10 �� •.•,� Q` 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)1=186, �j' ,Q•.•`• \ ♦�♦ 8=148. ��j ss \G+►�, "Semi-rigid Semi rSPACE SHOWN lit DESIGNED AS Uber end fixity model 1j was used in the analysis and design of this truss. /� 11 A;�t%% 9) FL Cert. 6634 April 1,2015 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE M11-7473 rev.02/1612015 BEFORE USE. Design valid for use only with MiTek connectors.This design Is based only upon parameters shown,and is for an Incilvidual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of i ndMdual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsiblilty of the building designer.for general guidance regardhg fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/TPI]Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Oakwood Bldg.Grp/Lot 160 Spec/JK 76956872 J150062A c01 '�'Haft Hip Girder 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:55:28 2015 Page 1 I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-7_QdmeMomFxnTBpOQ?QZ8vC7C4b9cNAGT71_u8zVOjT 1-11-8 6-6-4 10-11-4 15-4-4 19-9-4 24-4-0 1-11-84-6-12 4-5-0 4-5-0 4-5-0 4-6-12 Scale=1:42.2 600 128x8 NAILED = 1.5x4 11. 3x8= 5x5= 3x10= 2x4 II 2 3 4 18 19 5 6 7 1 13 20 21 12 22 23 24 11 25 26 10 27 28 9 29 30 8 3x8 1! 1.50 11 NAILED 4x10= NAILED 6x6 NAILED NAILED 3x10= NAILED 1.50 II NAILED 6x6= NAILED NAILED NAILED NAILED NAILED 1-11-8 6-6-4 10-11-4 15-4-4 19-9-4 24-4-0 1-11-8 4-6-12 4-5-0 4-5-0 4-5-0 4-6-12 Plate Offsets(X,Y)-- [1:0-2-4,0-1-7),[2:0-5-12,0-2-0),[5:0-2-8,0-3-0),[11:0-3-0,0-3-4) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.41 10-11 >706 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.61 10-11 >473 180 BCLL 0.0 ' Rep Stress Incr NO WB 1.00 Horz(TL) 0.10 8 n/a rVa BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:126 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-8-11 oc purlins, except 1-2:2x6 SP No.2 end verticals. BOT CHORD 2x4 SP No.1 D BOT CHORD Rigid ceiling directly applied or 4-2-8 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x6 SP No.2 2-3-10 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=1049/0-5-0,8=1213/0-5-0 Max Horz 1=77(LC 7) Max Uplittl=-71 1(LC 4),8=-799(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-372/264,2-3=-3172/2092,3-4=-3171/2093,4-18=-3781/2406,18-19=-3781/2406, 5-19=-3781/2406,5-6=-3781/2406 BOT CHORD 1-20=-835/1210,13-20=-835/1210,13-21=-845/1222,21-22=-845/1222,12-22=-845/1222, 12-23=-2496/4038,23-24=-2496/4038,11-24=-2496/4038,11-25=-2496/4038, 25-26=-2496/4038,10-26=-2496/4038,10-27=-1645/2486,27-28=-1645/2486, 9-28=-1645/2486,9-29=-1645/2486,29-30=-1645/2486,8-30=-1645/2486 WEBS 2-12=-1284/2077,4-12=-933/621,4-10=-277/332,6-10=-871/1392,6-8=-2604/1703 NOTES- •�t� VIN Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.11; ��,,�r-.}''•• ��j Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical lett and right exposed;Lumber DOL=1.60 ,�� ' �\G E N S'�:•.[� �i� plate grip DOL=1.60 i 2)Provide adequate drainage to prevent water ponding. N 68182 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=lb)1=711,- ' 8=799. :'33 T F 441: 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. i0p 7)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. �j ,Q..•`" 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)133 Ib down and 146 Ib up at ,Iii ss •••* \G�, 1-11-8 on top chord,and 55 Ib down and 107 Ib up at 2-1-10 on bottom chord. The design/selection of such connection device(s)is the I •••ALL % responsibility of others. �Ilillllt�,` 9)In the LOAD CASE(S)section,loads applied to the faceof the truss are noted as front(F)or back(B). LOAD CASE(S) Standard FL Cert. 6634 April 1,2015 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M/F7473 rev.0?/1612015 BEFORE USE. Design void for use orgy with MITek connectors.This design Is based only upon parameters shown,and is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Innxe stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the bulding designer.For general guidance regarding MiTek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informatlon available from Truss Rate Institute,781 N.Lee Street,Suite 312,Alexanddda,VA 22314. Tampa,FL 33610 r Job Truss Truss Type Qty Ply Oakwood Bldg.Grp/Lot 160 Sped JK T6956872 J750062A CO1 'Half Hip Girder 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:55:28 2015 Page 2 I D:xvmPJiptGZ6ucLhBAAmidMzaOPh-7_QdmeMomFxnTBpOQ?QZ8vC7C4b9cNAGT71_u8zVOjT LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-54,2-7=-54,8-14=-20 Concentrated Loads(lb) Vert:2=80(B)7=-67(B)13=-33(B)20=17(B)21=-47(B)22=-47(B)23=-47(B)24=-47(B)25=-47(B)26=-47(B)27=47(B)28=-47(B)29=-47(B)30=-47(B) /11111111111 �`��%011111111111111 p,Qv I N F� ENS N 68182 9 T OF .00 ., 7c . 10 S •N AL E?�``` � 1r1i111►111, FL Cert. 6634 Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev.0271 5 72 0 1 S BEFORE USE. Design valid for use only with Mffek connectors.This design is based only upon parameters shown,and Is for an individual building component. �t Applicability of design parameters and proper Incorporation of component Is responsibility of brdiding designer-not taus designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the M iTe k- erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery.erection and bracing,consult ANSI7TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalable from Truss Plate institute.781 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa.FL 33610 r Job Truss Truss Type Qty Ply Oakwood Bldg.Grp/Lot 160 Sped JK 76956873 J150062A CO2 (HALF HIP 1 1 Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:55:29 2015 Page i I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-bB_?_MQXZ3e4LOb_ixog6iGC UyLLxxPhnl YRazVOjS 3-6-0 10-4-4 17-0-12 23-11-0 3-6-0 6-10-4 6_8_8 6-10-4 Scale=1:42.4 = 6.00 12 4x7 1.524 11 5x8= 3x4 11 11 2 12 3 13 14 4 15 5 3x4 i 1 I Fli Li 10 9 8 7 6 2x5 '.I 3x4= 5x8= 1.5x4 11 5x5- 6-0 10-4-4 17-0-12 _ 23-11-0 3- 33 NO 6-10-4 6-8-8 6-10-4 Plate Offsets(X Y)-- [2:0-5-4,0-2-01,[4:0-4-0,0-3-01,[8:0-4-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.12 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.27 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.52 Horz(TL) -0.06 10 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:123 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-6 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-1-0 oc bracing. OTHERS 2x4 SP No.2 WEBS T-Brace: 2x4 SP No.2-4-6 Fasten(2X) T and I braces to narrow edge of web with 1 Od(0.131"x3") nails,bin o.c.,with 3in minimum end distance. Brace must cover 90%of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 6=874/0-5-8,10=874/Mechanical Max Horz 6=132(LC 9) Max Uplift6=-414(LC 9),10=-313(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-11=-1135/521,2-11=-1061/529,2-12=-1950/924,3-12=-1950/924,3-13=-1950/924, 13-14=-1950/924,4-14=-1950/924,1-10=-852/427 BOT CHORD 8-9=-441/975,7-8=-692/1633,6-7=-692/1633 ,11111111/j� WEBS 2-8=-447/1050,3-8=-385/302,4-8=-255/342,4-7=0/285,4-6=1711[784,1-9=424/992 `%aUIN VF NOTES- OP �......... C�� 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.ii; ,�� '�.'�\C E N S41 Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 3-6-0,Exterior(2)3-6-0 to 7-8-15 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions N 68182 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 an other members. T F .• �Z y i O 5)Refer to girder(s)for truss to truss connections. � • 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)6=414, �j 1 Q P••\�`�` 10=313. /��SS •<`6 ' 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �I� •N A�-``�� 8)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 111111111111 FL Cert. 6634 71 April 1,2015 Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MIP7473 rev.0211612015 BEFORE USE. Design valid for use only with Mflek connectors.TMs design Is based only upon parameters shown,and is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of bulidktg designer-not truss designer.Bracing shown Is for lateral support of IndlMual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informalion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 r Job Truss Truss TypeQty Ply Oakwood Bldg.Grp/Lot 160 Sped JK 76956874 J150062A D01 Hip Girder 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:55:30 2015 Page 1 I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-3NYNBKN2ltBViVznYQS 1 DKH V9uKU4QXZwRn5zOzVOj R 4 10-11-0 15-5-0 4-6-0 3-2-8 3-2-8 4-1 NAILED Scale=1:43.0 4x4= NAILED 3x4= 4x4= 2 10 3 11 4 10.00 12 3x8�i 3x8 5 e 1 b co a n N __fff 9 812 13 14 7 15 6 3x6 I 3x8— NAILED NAILED 3x8— 3x6 II NAILED NAILED 10-11-0 15-5-0 14:N 6-5-0 41-0 Plate Offsets(X Y)-- [2:0-2-0,0-1-131,[4:0-2-0,0-1-131 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP, TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.07 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.12 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.43 Horz(TL) -0.01 6 n/a rVa BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:108 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-8 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-11-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 9=927/0-5-0,6=927/0-5-0 Max Horz 9=223(LC 7) Max Uplift9=-1168(LC 8),6=-1168(LC 8) Max Grav9=1176(LC 30),6=1176(LC 29) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1067/1129,2-10=-792/929,3-10=-792/929,3-11=792/929,4-11=-792/929, 4-5=-1066/1129,1-9=-1145/1180,5-6=-1145/1181 BOT CHORD 8-13=-980/907,13-14=-980/907,7-14=-980/907 WEBS 3-8=-219/260,3-7=-219/260,1-8=-972/891,5-7=-973/891 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2) ALVI1 es � ftCDgDc4at ,, Q�� N V % PF�/♦�♦ ♦# Exp C;Enc ,GCpiO.18MWFRS(directional); and right exposedend vertical left and right exposedLumbeDOL160 OGEN plate grip DOL=1.60 ♦ SF''? ♦♦i 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. N 68182 f 5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=lb)9=1164- . 6=1168. (V i 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. O'. T F 441 8)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)607 Ib down and 792 Ib up at 4-6-0, ♦j 10-8-2 and on bottom chord.7 lb down and 792 The design/selection tof such chorconnect coand 152 nnectionb down device(s)rd 145 lb up is the responsibility tof others.2 Ib down and 145 Ib up at ♦i♦♦SS ••• •••�\G� 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �I� it N A; LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 FL Cert. 6634 April 1,2015 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.0211 SW I S BEFORE USE. Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not taus designer.Bracing shown Is for lateral support of Indlvldual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the"cling designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCS]Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa.FL 33610 Job r r Truss 1 Truss Type Qty �Py1Oakwood Bldg.Grp/Lot 160 Spec/JK76956874 J150062A DOI Hip Girder 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:55:31 2015 Page 2 I D:xvmPJ iptGZ6ucLh8AAmidMzaOPh-YZ6lOgOg3AJMKeYz57zGlXggvHgjptni95W fVSzVOjO LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-2=-54,2-4=-54,4-5=-54,6-9=-20 Concentrated Loads(lb) Vert:2=-209(13)4=-209(B)8=-50(B)7=-50(B)10=-62(B)11=62(B)12=-24(B)13=-23(B)14=-23(B)15=-24(B) %%0% %``\Q\\V\IINIti1V/1I% •0 . � ENS1I,,� N 68182 O�.• T F :•<U FL Cert. 6634 Q WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev.02/1672015 BEFORE USE. ' Design valid for use orgy with MITek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component B respons"lity of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector. Additional permanent tracing of the overall structure is the respors"Ilty,of the building designer.for general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/7PI1 Quality Criteria,DSB-89 and BCS]Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.781 N.Lee Street Suite 312,Alexandria.VA 22314. Tampa,FL 33610 I I Job Truss Truss Type Qty Ply Oakwood Bldg.Grp/Lot 760 Sped JK T6956875 J150062A D02 Hip 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL - 7.610 s Jan 16 2015 MiTek industries,Inc. Tue Mar 31 14:55:312015 Page 1 I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-YZ6lOgOg3AJMKeYz57zGIXgdJHj Mpxvi95W fVSzVOjQ 6-6-0 8-11-0 15-5-0 6-6-0 2-5-0 6-0-0 4x7= 5x5= Scale=1:47.3 2 3 10.00 12 10 11 9 12 e 4x4�i 4 4 �\ w 1 a N 8 7 6 5 2x4 11 3x4= 3x8= 2x4 I I 6-6-08-11-0 15-5-0 6-6-0 2-5-0 6-" Plate Offsets(X,Y)-- (1:0-0-12,0-1-81,(2:0-54,0-2-01,(3:0-34,0-2-01,(4:0-0-12,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.05 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.13 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:112 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8=560/0-5-0,5=560/0-5-0 Max Horz8=273(LC 11) Max Uplift8—201(LC 12),5=-201(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-9=-483/234,9-10=407/239,2-10=-405/257,2-3=421/309,3-11=-406/257, 11-12=-407/239,4-12=-483/234,1-8=-497/293,4-5=-497/293 BOT CHORD 7-8=-253/27616-7=-133/348 WEBS 1-7=-80/287,4-6=-81/288 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=25ft;B=45ft;L=24ft;eave=4ft Cat.11; % `Exp C; 8-111 0,ntelrior(l p13-1t 185 to 15-3-4( 5 3 4(z zone; cantilever eft anderight exposed t endlvertical left Interior(l) exp sed;C C foromembersto and `, forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 :�� ,•.'�\C N S'�'. �i� 3)Provide adequate drainage to prevent water ponding. op p 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. N 68182 5).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will * : •: fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)8=201, 5=201. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. O'. T F :�441 ..: • � 4% ,,��ss •N AL��`�,• FL Cert. 6634 April 1,2015 0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M11-7473 rev.0211617015 BEFORE USE. Design valid for use only with Mflek connectors.This design is based only upon parameters shown,and is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of Lxtilding designer-not truss designer.Bracing shown Is for lateral support of individual web members only. Additional temporary tracing to insure stability during construction Is the responsibility of the MiTek" erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.for general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Nate Institute,781 N.Lee Street,Suite 312,Alexandria VA 22314, Tampa,FL 33610 I I Job Truss Truss Type city ply Oakwood Bldg.Grp/Lot 160 Spec/JK 76956876 J150062A D03 Common it 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:55:32 2015 Page 1 I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-OIg7cOP IqU RDxo7AfrUVIINIoh_AYPTsNIGC 1 vzVOjP 7-8-8 15-5-0 7-8-8 7-8-8 5x5= Scale=1:56.9 2 10.00 F12 8 9 7 10 5x5 5x5/i 1 3 v N 6 5 4 2x4 11 3x8= 2x4 I 7-8-8 15-5-0 7-8-8 7�8 Plate Offsets(X Y) [1:0-1-12,0-1-81,[3:0-1-12,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.07 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.17 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 4 n/a rVa BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:95 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-2 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 6=560/0-5-0,4=560/0-5-0 Max Horz 6=302(LC 11) Max Uplift6=-201(LC 12),4=-201(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-7=-486/212,7-8=-425/215,2-8=-417/237,2-9=-417/237,9-10=-425/215, 3-10=-486/212,1-6=-516/275,3-4=-516/275 BOT CHORD 5-6=-291/326 WEBS 1-5=-73/299,3-5=-74/300 NOTES- 1)Unbalanced roof live loads have been considered for this design. ,1111111111 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; �� N V 4*. Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 7-8-8,Exterior(2)7-8-8 to `� Q 10-8-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions �� QP,••' •E <` �� shown;Lumber DOL=1.60 plate grip DOL=1.60 ♦♦♦ '�.'�\C' N S�•. ii 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 N 68182 fit between the bottom chord and any other members. * • * 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 ib uplift at joint(s)except Qt=lb)6=201, 4=201. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. p T F :• � 0 IN 1111111101 AL�c.•. 111111111`x, FL Cert. 6634 April 1,2015 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MIP7473 rev.02/1812015 BEFORE USE. Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek erector. Additionai permanent bracing of the overall structure Is the respornslblltty,of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avaiable from Truss Rate Institute,781 N.Lee Street Suite 312,Alexandria,VA 72314. Tampa,FL 33610 1 1 Job Truss Truss Type Qty Ply Oakwood Bldg.Grp/Lot 160 Sped JK 76956877 J150062A D04 Halt Hip 1 i JobReference(optional) Manning Building Supplies. Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:55:33 2015 Page 1 I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-UyD WpMPwboZ4ZyiMDY?kryvvP5JbHoV?c P?IaLzVOjO 7-5-15 15-5-0 7-5-15 7-11-0 - - 10x12 M18SHS= Scale=1:55.7 3x4= 2 8 9 10 3 10.00 12 7 6x6 i 1 6 5 11 4 2x4 I I 3x4= 6x6= 7-5-15 15-5-0 7-5-15 7-11-0 Plate Offsets(X Y)-- [1:0-2-12,0-1-81,[2:0-10-0,0-1-121,[3:Edge 0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.14 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -0.26 4-5 >705 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.35 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:105 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-2 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-2-0 oc bracing. WEBS 1 Row at midpt 3-4,2-4 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 6=560/0-5-0,4=560/0-5-0 Max Horz6=419(LC 9) Max Uplift6=182(LC 12),4=-373(LC 9) Max Grav6=565(LC 18),4=642(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-7=-543/234,2-7=-447/258,1-6=-515/295 BOT CHORD 5-6=-653/68815-11=-412/543,4-11=-412/543 WEBS 2-5=-7/299,2-4=-594/427,1-5=-1561366 NOTES- \\1111!llrr� 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.ll; `,�\ N Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extedor(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 7-5-15,Exterior(2)7-5-15 to ,%% 11-8-14 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions . E i� shown;Lumber DOL=1.60 plate grip DOL=1.60 �.••�,�G N SF•' 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. • N 68118 2 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=10.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1001b uplift at joint(s)except(jt=1b)6=182, •: 4=373. .-0 T F 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. T FL Cert. 6634 April 1,2015 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7073 rev.02/752015 BEFORE USE. Design vaild for use only with MiTek connectors.This design Is based only upon parameters shown,and is for an Individual building component. Applk:abilty of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of indWidual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsItAlly of the building designer.For general guidance regarding fabrication,quality control.storage,delivery,erection and bracing,consult ANSIJTPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Rate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 n r Job Truss Truss Type Qty Ply J150062A E01 Hai Hip 1 1 Oakwood Bldg.Grp/Lot t 60 Spec/JK T6956878 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Indusiries,Inc. Tue Mar 31 14:55:34 2015 Page 1 I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-yBnul iQYM5ixB6HYnFXzNAS7aVe3OD18r31J6nzVOjN 4-4-128-515 15-5-0 79-116 24-18 29-110 338-0 3311-8 4-4-12 4-7-4 6-77-0 45-6 4-7-2 47-2 4-7-6 4 8 Scale=1:65.1 4x7= 5x5= 3x6= 318 1920 4 5 21 6 22 7 23 8 10.00 12 2 m 17 11 m n m 5x8= ;� 1.5x4 11 o m e 1 12 10 a 6.00 F12< IN Iio 4 0� 1� 2x4= w 16 24 25 15 26 14 6x6= 24-7-4 8-5-15 15-50 tato-6 24-3-12 2 29 10 33-11-a 8-5-15 6-i t-0 4-5-8 4-56 e- 2 4-5-6 4-1610 a1-12 Plate Offsets(X,Y)-- [3:0-5-4,0-2-01,[6:0-2-8,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.13 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.32 15-16 >574 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 Horz(TL) 0.05 9 n/a n/a BCDL 10.0 Code FBC20lOfTP12007 (Matrix-M) Weight:241 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-15 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-8-10 oc bracing. Except: 1 Row at micipt 4-13 WEBS 1 Row at midpt 8-9,3-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 9=646/0-5-4,16=510/0-5-0,14=1335/0-5-0 Max Horz 16=422(LC 9) Max Uplift9=-276(LC 12),16=-209(LC 12),14=-640(LC 9) Max Grav9=646(LC 1),16=635(LC 18),14=1380(LC 17) FORCES. (lb)-Max.Comp-/Max-Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-484/352,3-18=-244/281,18-19=-244/281,19-20=-244/281,4-20=-244/281, 4-5=-493/381,5-21=-989/496,6-21=-989/496,6-22=-989/496,7-22=-989/496, 7-23=-497/325,8-23=-497/325,8-9=-607/299 BOTCHORD 16-24=-433/548,24-25=-433/548,15-25=-433/548,15-26=255/368,14-26=-255/368, 13-14=-931/475,4-13=-848/470,11-12=-208/427,10-11=-332/534 WEBS 4-12=-313/657,7-10=-617/372,8-10=-300/674,7-11=-281/628,5-11=-411/738 ,��,,,�P•aG!E N S`•<��, �. c� •, NTES- Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasal=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25tt B=45ft;L=34ft;eave=oft;Cat.Il; N681 82 Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 3-6-8,Interior(i)3-6-8 to 8-5-15,Exterior(2)8-5-15 to *:• •: 13-3-10 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces 8 MW FRS for reaction= shown;Lumber DOL=1.60 plate grip DOL=1.60 .1: :Q 2)Provide adequate drainage to prevent water ponding. 3)All plates are 3x4 MT20 unless otherwise indicated. .00 •. T F • 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 T 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 ,V fit between the bottom chord and any other members,with BCDL=10.Opsf. ,J* 6)Bearing at joint(s)9 considers parallel to grain value using ANSl1TPI 1 angle to grain formula. Building designer should verify capacity I// •NAL of bearing surface. / #f I ll u ,01 �%� 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at Mnt(s)except(jt---Ib)9=2761 16=209,14=640. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 April 1,2015 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111/I-7473 rev.02/16/201 S BEFORE USE. Design valld for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an individual building component. , Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insute stability during construction Is the responsibility of the MiTek*erector. Additional permanent bracing of the overall structure is the responslblllty of the building designer.For general gullda-,ce regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPiI Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Rate Institute,781 N.Lee Street,Suite 312.Alexandri(L VA 22314. Tampa,FL 33610 j 1 1 Job Truss Truss Type Qty Ply Oakwood Bldg.Grp/Lot 160 Sped JK T6956879 J150062A E02 ',Piggyback Base 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:55:35 2015 Page 1 I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-QKLGE2RB7PgnoGslKz2CwN_I VvxhldLl4j UseEzVOjM 4-31 B-2-9155-0 19-10-6 24-58 29-0-10 3310-12 4-31 311-9 7-2-7 4-56 4-7-2 4-7-2 410-2 Scale:3/16'=1' 4x7= 5x5— 3 18 19 20 4 5 21 6 22 7 23 8 T1 I 10.00 12 2 0 17 11 p n 0 5x8= o ro rn 1.5x4 1. v 1 12 10 i w 6.00 12 10 10 x5 1.5x4 cG 16 24 25 15 26 14 6x6= 24-7-4 8-2-9 152-6 15 -0 18-103 243-12 24 8 28-0-1033-10-12 33-11-11 8-2-9 6-11-16 O 43.6 436 0- 2 4-56 4-10-2 0812 0-1-12 Plate Offsets(X Y)-- [3:0-5-4,0-2-01,[6:0-2-8,0-3-01,[9:0-2-0,0-0-81 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.11 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -0.2715-16 >681 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(TL) 0.05 9 n/a rVa BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:237 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-12 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 5-7-10 oc bracing:13-14 6-0-0 oc bracing:12-13. WEBS 1 Row at midpt 3-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 9=644/0-5-4,16=508/0-5-0,14=1340/0-5-0 Max Horz 16=356(LC 12) Max Uplift9=-264(LC 9),16=-64(LC 12),14=-605(LC 12) Max Grav9=644(LC 22),16=583(LC 17),14=1340(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-423/137,4-5=-360/135,5-21=-1071/439,6-21=-1071/439,6-22=-1071/439, 7-22=-1071/439,7-23=-465/196,8-23=-465/196 BOT CHORD 16-24=-328/426,24-25=-328/426,15-25=-328/426,15-26=-178/307,14-26=-l78/307, WEBS 2131-51==-2-69442/640673,4--51==-1-6805/94/435142,-116-=410/14/461110254/17511=-349/817, AOUN V��,'�jI 7-11=-279/697,3-14=-566/343,5-12=-618/320,4-12-263/657,7-10=-630/346, 0 •E 8-9=-608/298,8-10=-291/686 :�� '•.•��G N SF•. �� NOTES- � N 68182 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=25ft;B=45ft;L=34ft;eave=oft;Cat.Il;= Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 3-6-7,Interior(1)3-6-7 to 8-2-9,Extedor(2)8-2-9 to 13-0- zone;cantilever lett and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ;O•.• T F •:�� 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x4 MT20 unless otherwise indicated. �i� \0,•'� \ �� 5)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. O� k3, •• 'G�� 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ;�� •N A�-` fit between the bottom chord and any other members,with BCDL=10.0psf. fill 1111t 10%%* 7)Bearing at joint(s)9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)16 except Qt=1b) FL Celt. 6634 9=264,14=605. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. April 1,2015 Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE ill rev.0211612015 BEFORE USE. Design valki for use only with Mrfek connectors.This design Is based only upon parameters shown,and Is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent tracing of the overall structure is the responsibility of the buAdktg designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallabie from Truss Plate Institute,781 N.100 Street Suite 312,Alexandria.VA 22314. Tampa,FL 33610 r a Job Truss Truss Type Qty Ply Oakwood Bldg.Grp/Lot 160 Sped JK 76956880 J150062A E03 Piggyback Base 6 i Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:55:36 2015 Page 1 I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-uXveSOSpujyeQQRxugZRSbXTFI HwU4bRl NEQAgzVOjL 4-3-1 8-2-9 15-5-019-tOfi 24-5-8 29-0-10 33-10-12 4-3-1 3-11-9 7-2-7 4-5�'i 4-1-2 4-7-2 Scale:3/16'=1' a 4x7= 5x5= 3 18 19 20 4 6 21 6 22 7 23 8 10.00 12 2 0 17 11m r; 0 5x8= o m b m 1.5x4 1112 10 i 1 N 6.00 F12 O O 3^2x5 i 1.5x4 cv 16 24 25 75 26 14 6x6= 8-2-9 15-2-8 15,5_0 19-10-6 24-5-8 29-0-1029 -2 33-10-12 33- 1-8 - 8-2-9 6-11-15 0-5-8 4-5-0 4-7-2 4-7-2 0- -8 4-6-10 0_d1_12 Plate Offsets X Y-- [3:0-5-4,b-2-01,[6:0-2-8,0-3-01, 9:0-2-00-0-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.11 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -0.2715-16 >681 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:237 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-12 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 5-7-10 oc bracing:13-14 6-0-0 oc bracing:12-13. WEBS 1 Row at midpt 3-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) 9=644/0-5-4,16=508/0-5-0,14=1340/0-5-0 Max Horz 16=356(LC 12) Max Uplift9=264(LC 9),16=-64(LC 12),14=-605(LC 12) Max Grav9=644(LC 22),16=583(LC 17),14=1340(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-423/137,4-5=-3601135,5-21=-1071/439,6-21=-1071/439,6-22=-1071/439, 7-22=-1071/439,7-23=-465/196,8-23=-465/196 BOT CHORD 16-24=-328/426,24-25=-328/426,15-25=-328/426,15-26=-178/307,14-26=-l78/307, 0111111111111�I� 13-14=-944/467,4-13=-859/454,11-12=-1 58/422,10-11=-226/537 WEBS 2-15=-261/260,3-15=-1 60/431,6-11=-254/177,2-16=-410/14,5-11=-349/817, % p,4 ,,,,,,•F� �.,� 7-11=-279/697,3-14=566/343,5 12=-618/320,4-12=-263/657,7-10=630/346, , ,O•�,�G E Ns 8-9=-608/298,8-10=-291/689 i N 68182 ' 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=3.0psf;h=25ft;B=45ft;L=34ft;eave=oft;Cat.11;� Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extedor(2)0-1-12 to 3-6-7,Interior(1)3-6-7 to 8-2-9,Extehor(2)8-2-9 to 13-0-2_ zone;cantilever lett and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;= T F 44/Z Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x4 MT20 unless otherwise indicated. �j •'• �� 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 �/� •N AL L 1�, fit between the bottom chord and any other members,with BCDL=10.Opsf. /1 t 111111111 7)Bearing at joints)9 cculsiders parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 ib uplift at joint(s)16 except Qt=1b) FL Cert. 6634 9=264,14=605. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. April 1,2015 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev.02/16✓2015 BEFORE USE. design k based only upon parameters shown,and is for an Individual building component. Design valid for use only with Milek connectors.This Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MI lei• erector. Additional permanent bracing of the overall structure Is the respons"Illy of the"ding designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information avalable from Uuss Rate Institute,781 N.Lee Street.Sulte 312,Alexandria.VA 22314. Tampa.FL 33610 l 1 Job Truss Truss Type -7ty J150062A E04 Ply Oakwood Bidg.Grp/La 160 sped JK T6956881 Piggyback Base 1 Job Reference(optional) Manning Building Supplies, Jacksonville.FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:55:37 2015 Page i I D:xvm PJ iptGZ6ucLh8AAmidMzaOPh-MjTOfjTRfO4V2ZO7SO4g?o4e_idgDXrbXi zzj6zVOjK 4-31B-2-9 7SS0 19-10-6 21-57-612 24-58 27-6-8 ,29-0-10 3310-12 4-31 377-9 7-2-7 4S6 1- 2-11-72 31-0 1-6-2 4-10-2 Scale:3/16'=1' 4x7- 5x5— 3 18 19 20 4 5 21 6 22 7 23 8 10.00 12 2 17 11 O,o n 5x8= o o tO 1.5x4 1' 1D m e 1 12 10 w 6.00Fl-2-2 I x5 1.5x4 IN 16 24 25 t5 26 14.- 6x6— 24-7d 8-2-9 152-6 15r$-0 19-10.6 24-3-12 24r$,B 28-0-10 33-10-12 33-}1-6 B-2-9 611-15 0- 43-6 4-SE D-1 2 436 4-10-2 0 '12 0-1-12 Plate Offsets(X,Y)-- (3:0-5-4,0-2-0),(6:0-2-8,0-3-01,(9:0-2-0,0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.11 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -0.2715-16 >681 180 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 10.0 Code FBC2010lTP12007 (Matrix-M) Weight:237 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-12 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 5-7-10 oc bracing:13-14 6-0-0 oc bracing:12-13. WEBS 1 Row at micipt 3-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 9=644/0-5-4,16=508/0-10-8,14=1340/0-5-0 Max Horz 16=356(LC 12) Max Uplift9=-264(LC 9),16=64(LC 12),14=-605(LC 12) Max Grav9=644(LC 22),16=583(LC 17),14=1340(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-423/137,4-5=-360/135,5-21=-1071/439,6-21=-1071/439,6-22=-1071/439, 7-22=-1071/439,7-23=-465/196,8-23=-465/196 BOT CHORD 16-24=-328/426,24-25=-328/426,15-25=-328/426,15-26=-178/307,14-26=-l78/307, ``` N 13-14=-944/467,4-13=-859/454,11-12=-158/422,10-11=-226/537 2-15=-2 WEBS 5-12 6168/320,7-10=-630/346,7-11=-279/697,6-11=-254/1877,3-14=-566/343, ,OP•aC E N'`C�,♦♦ 8-9=-608/298,8-10=-291/689 :. ,�• �� SSC`'• NOTES- N 68162 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=25ft B=45ft;L=34ft;eave=4ft;Cat.11;— Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 3-6-7,Interior(1)3-6-7 to 8-2-9,Extehor(2)8-2-9 to 13-04— ' zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;=� � T F .'• Lumber DOL=1.60 plate grip DOL=1.60 �O 3)Provide adequate drainage to prevent water ponding. T 4)All plates are 3x4 MT20 unless otherwise indicated. ♦j ' . P'�•\ �� 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦i 1s .• G G�� 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 ♦♦♦ s •N A,-`C.`, fit between the bottom chord and any other members,with BCDL=1 O.Opsf. 7)Bearing at joint(s)9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building.designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)16 except Qt=1b) FL Cert. 6634 9=264,14=605. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. April 1,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11.7473 rev.0211612015 BEFORE USE. Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an Individual budding component. Applk;abdily of design parameters and proper Incorporation of component Is responsibility of buIIding designer-not truss designer.Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to intoe stability during construction Is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,del".erection and bracing,consult ANSI7TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty PlyOakwood Bldg.Grp Lot 160 Sped JK T6956882 J150062A G01 Scissor 1 1 Job Reference o tional Manning Building Supplies. Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. I us Mar 31 14:55:52 2015 Page 1 ID:xvmPJiptGZ6ucLh8AAmidMzaOPh-Qcthpser7dzNLtfOgl rB6zCHKIp3EP2o_s6GIIzVOj5 4-748 9-5-8 1446 1&1412 4-146 47-0 4614 4146 Scale=1:54.8 44- 4 10.00 12 1.5x4= 18 19 1.5x4= 3 5 �d 8 20 '. 3x4// 17 6x8= 3x4\\ o 6 2 0 i 7 o� 6.0012 Ir 0 4x7 11 9-7-4 4X7 11 9-3-12 9- 18-10-72 9-3-12 0 8-3-8 o-1-12 Plate Offsets X Y-- [1:0-1-0,0-1-91,[7:0-2-14,0-1-6 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.17 8-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -0.44 8-11 >514 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.30 Horz(TL) -0.24 1 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight:93 1b FT=20%. LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-4-4 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 SP No.2 2-6-0,Right 2x4 SP No.2 2-6-0 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=699/0-5-8,7=699/0-5-4 Max Horz 7=-237(LC 10) Max Upliftl=-251(LC 12),7=-251(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-996/187,2-17=-1581/582,3-17=-1512/595,3-18=-1287/345,4-18=-1250/366, 4-19=-1216/365,5-19=-1286/345,5-20=-1527/593,6-20=-1577/581,6-7=-977/175 BOT CHORD 1-8=-387/1331,7-8=-385/1505 WEBS 4-8=-301/1350,3-8=-435/338,5-8=-430/337 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=25ft;B=45ft;L=24ft;eave=oft;Cat.II; zone;cantilever heft and righty expoFRS sed Bend vertical eft and right ional)and C-C (expos d;C C for members)nal forces&MW FRS for)react ons shown; ,,``Pf� ..N V tom/ Lumber DOL=1.60 plate grip DOL=1.60 `�� '�.•`�G E N$•' 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. N 681$2 5)Bearing at joint(s)1,7 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 251 Ib uplift at joint 1 and 251 Ib uplift at = Q X joint 7. i O'.• T F .' 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. � ��',,S •N AL E .�%% FL Cert. 6634 April 1,2015 Q WARNING-Vertry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M*7473 rev.02/16@015 BEFORE USE. Design vald for use orgy with Mfrek connectors.This design Is based Only upon parameters shown,and is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is respor7sib11lty of building designer-not truss designer.Bracing shown is for lateral support of Individual web members oNy. Additional temporary bracing to Inuxe stability during construction is the responslbillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.for general gulcfance regarding 6904 Parke East Blvd. fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 33610 o r 1Truss 7,,u ,—pety y Oakwood Bldg.Grp/Lot 160 Sped JKT6956863 G02 ECIAL 7 t _ Job Reference(optional) Manning Building Supplies,Jacksonville,FL - 7.610 s Jan 29 2015 MiTek Industries,Inc. Tue Mar 31 15:46:22 2015 Page 1 ID:xvmPJiptGZ6ucLhBAAmidMzaOPh-ROtau4QRWZraKp55YMOj2Bh1 pA?zgmenkG5b47zVNzl 3-8-0 9-5-8 15-3-1 18-4-0 3-8-0 5-9-9 5-9-9 3-0-15 4x4= Scale=1:57.3 Verticals that are extended below a chord forming a"Leg Down"condition, 3 are not designed to resist lateral forces between the truss and the support. Additional design considerations(by others)are required to transfer 10.00 FIT these forces to the appropriate lateral force resisting elements. (Typical for all applicable"Leg Down"trusses in this job) 13 14 3x4= 4x4= 4x4 3x4= = 1 8 4 5 5x8= m rn m L6 v C6 9 7 3x4 G 3x4 o 6.00 12 I� o 1.5x4 i 10 1.5x4 11 11 3-8-0 9-5-815- 3 3-1 18-4-0 3-8-0 5-9-8 5-9-9 -0-15 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.06 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.19 8-9 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(TL) -0.23 11 n/a rVa BCDL 10.0 Code FBC20101TPI2007 (Matrix-M) Weight:113 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-11 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-11-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 6=668/Mechanical,11=668/0-5-8 Max Horz 6=-144(LC 10) Max Uplift 6=-240(LC 12),11=-240(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 10-11=-668/294,1-10=-644/296,1-12=-1043/440,2-12=-1043/440,2-13=-1214/452, 3-13=-1118/468,3-14=-1118/450,4-14=-1214/434,4-5=-905/375,5-6=-6531281 BOT CHORD 8-9=-547/1284,7-8=-495/1208 WEBS 1-9=-496/1178,2-9=-1025/517,2-8=-354/245,3-8=-349/1098,4-7=-986/493, 5-7=-447/1077 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=25ft;B=45ft L=24ft;eave=oft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 9-5-8,Exterior(2)9-5-8 ��`P0,0 N V�:� to 12-5-8,Interior(1)15-3-1 to 18-2-4 zone;cantilever left and right exposed;C-C for members and forces&MW FRS for reactions `�0 shown;Lumber DOL=1.60 plate grip DOL=1.60 �� , .'•�G E N S'•• �� 3)Provide adequate drainage to prevent water ponding. �' F,�'• i 4)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. N 68182 5)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Bearing at joint(s)11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 0 T F 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 240 Ib uplift at joint 6 and 240 Ib uplift at i0 • 1 • �(/: P • �. 10 9) Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ��i •• •••• V� % it%%%% FL Cert. 6634 April 1,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M*7473 rev.02/16/2015 BEFORE USE. Design valid for use only with Mffek connectors.This design Is based only upon parameters shown,and is for an individual building component. Applk:abuity of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of kndtvklual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek" erector. Additional permanent tracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Rafe Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314, Tampa,FL 33610 1 o r cussTruss Type ty y Oakwood Bldg.Grp/Lot 160 Spec/JK 76956864'i J150062A G03 ROOF SPECIAL Job Reference(optional) Manning Building Supplies,Jacksonville,FL 7.610 s Jan 29 2015 MiTek Industries,Inc.Tue Mar 31 15:47:012015 Page 1 I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-oW kK4PuvKY12VpZbK2Ds7Ppfl WeoP 1 Xir 19yMzVNzB 5-8-0 9-5-813-3-1 18-4-0 5-8-0 3-9-9 3-9-9 5-0-15 4x4= Scale=1:57.3 10.00 F12 3 3x4= 4x4= 13 14 4x4= 3x4— 1 4 5 12 15 8 5x8= 9) N M 9 7 v 3x4 i 3x4 v N 6.00 12 d 1 1.5x4� 10 1.5x4 II N 11 5-8-0 9-5-8 13-3-1 18-4-0 5-8-0 3-9-8 3-9-9 5-0-15 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.07 8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.15 8-9 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(TL) -0.21 11 n/a Na BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:117 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-7 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-1-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 6=668/Mechanical,11=668/0-5-8 Max Horz 6=-94(LC 10) Max Uplift 6=-240(LC 12),11=-240(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 10-11=-668/302,1-10=-622/317,1-12=-1036/440,2-12=-1036/440,2-13=-1151/489, 3-13=-1082/507,3-14=-1081/490,4-14=-1148/474,4-15=-962/402,5-15=-962/402, 5-6=-628/304 BOT CHORD 8-9=-530/1229,7-8=-509/1146 WEBS 1-9=-476/1124,2-9=-911/469,2-8=-286/165,3-8=-483/1178,4-7=-903/455, 5-7=-447/1070 NOTES- 1)Unbalanced s design. 2)Wind: rloads ASCE 7-10;Vu30mph(3 second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25f;B=45ft;L=24ft;eave=oft;Cat. ��,Ov i N IIVF��i1 � 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 9-5-8,Exterior(2)9-5-8 `��OQ� �� i. to 12-5-8,Interior(1)13-3-1 to 18-2-4 zone;cantilever left and right exposed;C-C for members and forces&MW FRS for reactions � ' .��G E,N$�;•, �j shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. N 68182 • 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ' 6)Refer to girder(s)for truss to truss connections. w 7)Bearing at joint(s)11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verifyi� T F •:�� capacity of bearing surface. -0 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 240 Ib uplift at joint 6 and 240 Ib uplift at # 0 '•'C Q;•• �� joint ll. '4# +O•• �\�,, 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ��SS •N A,-`\,�,,, I� Ii11111N��, FL Cert. 6634 April 1,2015 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MIF7473 rev.02/16/2015 BEFORE USE. Design valid for use only with Mflek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not hums designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 y russ russ ype ty Oakwood Bidg.Grp/Lot 160 Sped JK 0 T6956885 J150062A G04 ROOF SPECIAL t t IjJob Reference(optional) Manning Building Supplies,Jacksonville,FL 7.610 s Jan—2015 MiTek Industries,Inc.Tue Mar 31 15:47:13 2015 Page 1 ID:xvmPJiptGZ6ucLh8AAmidMzaOPh-SgTsbW 1 RW EGLxfLIvI aRgdxlhsiMgcosISixoNfzVNyy 7-g_p 9-5-8 11-3-1 18-4-0 7.8-0 1-9-9 1-9-9 7-0-15 Scale=1:57.3 4x4= 10.00 F12 3 5x5= 3x4= 3x5= 5x5= 4 5 1 12 13 14 15 rn 9 5x8= 7 ro 3x4 i 3x4 v v I9 6.00 F12 2x5 2x4 I I 10 it 7.8-0 9-5-8 11-3-1 18-4-0 7-8-0 1-9-8 1-9-9 7-0-15 LOADING(psf) SPACING 2-0-0 CSI. DEFL. in7(1oc)7VdeflUd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.1040 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(TL) 0.26 9-1080 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) -0.21 11 Na Na Weight:125 Ib FT=20% BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER- BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, TOP CHORD 2x4 SP No.2 Bexcept end verticals. OT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-3-10 oc bracing. WEBS 1 Row at midpt 1-11 MiTek recommends that Stabilizers and required cross bracing i be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) 6=668/Mechanical,11=668/0-5-8 Max Harz 6=-44(LC 10) Max Uplift 6=-282(LC 9),11=286(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 10-11=-668/304,1-10=-609/325,1-12=-978/411,12-13=-978/411,2-13=-978!471, 2-3=-1125/525,3-4=-1117/508,4-14=-941/388,14-15=-941/388,5-15=-941/388, 5-6=-614/317 BOT CHORD 8-9=-493!1113,7-8=-478/1075 WEBS 1-9=-436/1039,2-9=-749/435,2-8=-332/141,3-8=-645/1366,4-8=-281/119, 4-7=-763/424,5-7=-418/1018 NOTES- _1:0``111111111/11/'I 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasal=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat. ♦♦♦ P�`�!N"V F�� II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 9-5-8,Exterior(2)9-5-8 `�� '�•�\GEN$�;•.? �i� to 11-3-1 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60op • plate grip DOL=1.60 N 68182 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 =-0• ¢= will fit between the bottom chord and any other members. ••• T F jV 6)Refer to girder(s)for truss to truss connections. O (U 7)Bearing at joint(s)17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify . �C` capacity of bearing surface. '�� P••��, 5 russ to bearing plate capable of withstanding 282 Ib uplift at joint 6 and 286 Ib 8)Provide mechanical connection(by others)of tuplift at i� Sl •• `C?♦♦ joint 11. 11111G 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. It N 11111 E♦♦♦♦ FL Cert. 6634 April 1,2015 D WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MIF7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an Individual building componenT. Applicability of design parameters and proper Incorporation of component Is respo nsiblilty of Lxrllding designer-not truss designer.Bracing shown MI iek• is for lateral support of Individual web members only. AddRior"temporary bracing to Insure stability during construction is the responsibulity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For gerre.ral guridance regarding 6804 Parke East Bid. fab dcatlon,(*"ify control,storage,delivery,erection and bracing,consdt ANSI/TPI t Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 I Job Truss Truss Type Qty Ply Oakwood Bldg.Grp/Lot 160 Spec/JK 76956886 J150062A H01 l Common Supported Gable 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:55:56 2015 Page 1 I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-JN6CeDhMAsTpgUyn3tw7GpMOOMKMAFIOvU4TuWzVOj 1 -1-0-0 8-1-0 16-2-0 17-2-0 1-0-0 8-1-0 8-1-0 1-0-0 4x4- Scale=1:42.5 5 6 4 10.00 12 7 3 6x6 11 8 6x6 11 2 9 1 r Ru H, o 6x6= 16 15 14 13 12 11 10 3x8 11 6x6= 3x8 II 16-2-0 16-2-0 Plate Offsets(X Y) f1:0 3 8 Edge) [2:0-2-1,0-3-41,f8:0-2-1,0-3-41,(9:0-3-8 Edge) LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) rVa rVa 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 9 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:101 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2`Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 1-2,8-9:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer WEDGE Installation guide Left:2x4 SP No.2,Right:2x4 SP No.2 REACTIONS. All bearings 16-2-0. (lb)- Max Horz 1=-186(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)1,9 except 14=-111(LC 12), 15=-106(LC 12),16=-120(LC 12),12=-111(LC 12),11_106(LC 12),10=-120(LC 12) Max Grav All reactions 250 Ib or less at joint(s)1,9,13,14,15,16,12,11,10 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. X1111111/ 2)Extp C AEncl ..,GCpiSCE 7-10;=0. MW FRS 1181 3(diirectio(directional)gust)d C-C Comer(3)0 D3 13 top3-3--113,DExte opr(2)3-3 1f 3 o 8-1f-0,Comer(3)a(3)8-1 f0 foal.11; `No-%, aU I N V��',,', 11-1-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions `� Op`•.•••" �� shown;Lumber DOL=1.60 plate grip DOL=1.60F �� , '• G E N S'•• �'�� 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 ANSIlTPI 1. N 68182 4)All plates are 1.5x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-0-0 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 willOma•• T F fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,9 except Qt=lb) �i� �• + <Q.`••��,�, 10)"Semi- 14=11115=106,16=120,12=111,11=106,10=120. rigid pie tchbaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ��/�S •N A�-`\,%,,` � IIIi11111111 FL Cert. 6634 April 1,2015 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII.7473 rev.0271612015 BEFORE USE. Design valid for use only with Mfrek connectors.This design B based only upon parameters shown,and Is for an incilAdual building component. Applicability of design parameters and proper kicorporation of component Is responsibility or building designer-not truss designer.Bracing shown Is for lateral suppod of Individual web members only. Additional temporary bracing to inane stability during construction is the responsibility of the MI lei, erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandrla.VA 22314. Tampa,FL 33610 TJobbo Truss Truss Type Qty Ply Oakwood Bldg.Grp/Lot 160 Sped T6956887 2A H02Common 1 1 Job Reference(optional) ies,Inc. Tue Mar 31 74:55:57 2075 Page 1 Manning Building Supplies, Jacksonville,FL It s Jan 16 2015 MiTek Industr I D:xvmPJiptGZ6ucLhBAAmidMzaOPh-nZgasZi_xAbgReXzdbRMpovBfm W evgmX78pl QyzVOjO 4-0-14 8-1-0 12-1-2 16-2-0 4-0-14 4-0-2 4-0-2 4-0-14 Scale=1:46.4 4x4— 3 10.00 12 15 1.5x4 14 1.5x4 4 2 16 13 1 5 6 3x8— 3x8 11 3x8 11 8-1-0 16-2-0 8-1-0 8-1-0 Plate Offsets X Y-- 1:0-3-8 Ede 5:0-3-8 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.06 6-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.16 6-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 1 n/a n/a Weight:82 Ib FT=20% BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Left:2x4 SP No.2,Right:2x4 SP No.2 Installationnide. REACTIONS. (Ib/size) 1=598/0-5-8,5=598/0-5-8 Max Horz 1=-203(LC 10) Max Upliftl—215(LC 12),5=-215(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-13=-694/316,2-13=-665/327,2-14=-615/295,3-14=-594/315,3-15=-594/315, 4-15=-615/295,4-16=-665/327,5-16=-694/316 BOT CHORD 1-6=-164/572,5-6=-164/506 WEBS 3-6=-239/557,4-6=-293/217,2-6=-293/217 NOTES- 1)Unbalanced roof live loads have been considered for this design. 1111!11/ 2)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 8-1-0,Exterior(2)8-1-0 to 11-1-0 % zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown; ♦� 0E N P••••• •• <� �j� Lumber DOL=1.60 plate grip DOL=1.60 ♦♦ ' •• \C 5'•• 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. : •• ••' i 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will N 68182 fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joints)except Qt=1b)1=215, 5=215. ti,: •Q 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. O�• T F :• ��',,S •NAL�\�� ►rrnllll++� FL Cert. 6634 April 1,2015 0 WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MII-7473 rev.02/75.2015 BEFORE USE. ' Design valid for use only with Mfrek connectors.This design Is based only upon parameters shown,and Is for an individual building component. Applicability of design pcxameters and proper Incorporation of component Is responsibility of building designer-not truss designer.&acing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction h tine respor7slbAllty of tine MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the"cong designer.For general guidance regarding 6904 Parke East Blvd. fobdcatlon,quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Oakwood Bldg.Grp/Lot 160 Spec/JK T6956888 J150062A H03 '�Root Special 2 1 i Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc.Tue Mar 31 14:55:58 2015 Page 1 1 D:xvmPJiptGZ6ucLh8AAmidMzaOPh-FmEy3vjciTjX3o69BIybLER9CAsZeBuhMoZayOzVOj? 2-5-8 B-1-0 13-8-8 16-2-0 2-5-8 5-7-8 2-5-8 4x4= Scale=1:46.7 4 10.00 12 1.5x4 28 29 1.5x4 5 3 30 27 2 6 1 g 7 T 2 n T 11 Ino 3x8= 5x5= 14 13 10 8 1.5x4 II 5x5= 47 1.5x4 1.5x4 4x7 11 2-3-8 2-5r8 8-1-0 13-8-8 13J,1 116-2-0 23� 0-2-0 5-7-8 5-7-8 O 2�-8 ----------------------------------- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.07 9-11 >999 240 MT20 244/790 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(TL) -0.20 9-11 >988 180 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.15 7 n1a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight:85 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 [be iTek recommends that Stabilizers and required cross bracing WEDGE installed during truss erection,in accordance with Stabilizer Left:2x4 SP No.2,Right:2x4 SP No.2 nstallation guide REACTIONS. (Ib/size) 1=604/0-5-8,7=604/0-5-8 Max Horz 1=-203(LC 10) Max Upliftl=-213(LC 12),7=-213(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-447/205,2-27=-1934/666,3-27=-649/309,3-28=-585/277,4-28=567/294, 4-29=-567/294,5-29=-585/277,5-30=-649/309,6-30=-1806/666,6-7=-439/205 BOT CHORD 1-14=-114/285,2-12=-1054/3063,11-12=-135/580,9-11=-135/511,6-9=-1054/2778 WEBS 4-11=-236/557,3-11=-287/209,5-11=-287/209 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=25ft B=45ft;L=24ft;eave=oft;Cat.II; FRS zone;cantilever heft and righty exposed( )r ) end vertical left and rightexposed;C C for membersnforces al es&MW FRS forrreact ons shown; ,�� 00 N V 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. � '�P''�G E N S' • �� 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 �' F••'• fit between the bottom chord and any other members. N 68182 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)1=213,= * ;• •: 7=213. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. •: = 0�.. T F FL Cert. 6634 April 1,2015 7,,,ector, ARNING-Vrifydesign parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M/F7473 rev.0211"015 BEFORE USE. gn valid for use only with MITek connectors.This design Is based only upon paameTers shown,and Is for an Individual building component. loabYity of design parameters and proper Incorporation of component Is responsibility of building designer-not Miss designer.Bracing shown lateral support of Individual web members only. Addl!"temporary bracing to Insure sTablllty during conshucton Is the responslbSlity of the MiTek' AdditkxxA permanent bracing of the overall structure is the responsibility of the bL Aalng designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street Sulte 312.Alexan dila.VA 22314. Tanga,FL 33610 r Job Truss ,Truss Type Qty Ply Oakwood Bldg.Grp/Lot 160 Sped JK T6956889 J150062A 101 Haft Hip 1 1 Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.610 s Jan 16 2015 Mil Industries,Inc.Tue Mar 31 14:55:59 2015 Page 1 I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-jyoLH FkETnrOhyhMk?TquR_LbaB9N U PgbSl7VrzVOj_ 2-SB St-0 6-10-13 13-8-8 16-2-0 2-SB 2-7-8 3-9-13 4-9-11 2-58 4x4— 3x8= Scale=1:50.7 4 22 23 5 10.00 12 3x5 ii 3 25 1.5x411 2 1 3 8 8 3x4= o 12 11 24 6x6 15 14 1.5x4 11 3x8= 10 7 6 _ 1.5x4 1 11 1.5x4 I 6x6 1.5x4 11 1.5x4 2-" 1d-3 2-3-B (it-0 -10-13 13-66 13-Io-8 16-2-0 r 1�3 0-1� 1 2-7-9� 3-613 49-it o-4w 2-3-8 0-2-0 Plate Offsets X Y-- 2:0-1-11 Ede [4:0-2-4,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.09 10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.19 9-11 >986 180 BCLL 0.o ' Rep Stress Incr YES WB 0.58 Horz(TL) 0.13 6 n/a Na BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight1071b FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2`Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 1-4:2x4 SP No.1D end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.2 7-0-4 oc bracing:12-13 WEDGE 7-3-14 oc bracing:11-12. Left:2x4 SP No.2 WEBS 1 Row at midpt 5-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) 6=576/0-5-8,1=622/0-5-8 Max Horz 1=381(LC 11) Max Uplift6=-327(LC 9),1=-205(LC 12) Max Grav6=709(LC 17),1=622(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 4-22=-438/300,22-23=-438/300,5-23=-438/300,6-8=-642/356,5-8=501/368, 1-2=-556/235,2-25=-2455/1463,3-25=-714/326,3-4=-517/312 BOT CHORD 1-15=465/564,2-13=-2416/3733,12-13=-626/913,11-12=-626/913 `,j11111111rr11 WEBS 3-11=-461/300,5-11=-355/548 NOTES- E N ��,'�P•\G 8•C�� 1)Wind:ASCE 7-10;VUlt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opst;h=25ft;B=451t;L=241t;eave=oft;Cat.II; ; �`••.• �� Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-0-0 to 3 0-0,Interior(1)3-0-0 to 8-10-13,Exterior(2)8-10-13 to % N 681$2 13-1-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions. shown;Lumber DOL=1.60 plate grip DOL=1.60 2)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 alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will :• F fit between the bottom chord and any other members,with BCDL=10.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joints)except Qt=1b)6=327, �� 1=205. �j ,�,.•� ,� 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ��j S•• •• �� 'N AL E �%%%�� rr711111N�, F__ FL Cert. 663477] April 1,2015 Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE 114111-7473 rev.021672015 BEFORE USE. Design valid for use only with Mtlek connectors.This design Is based only upon parameters shown,and Is for an Individual bL"lg component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of indivldual web members only. Addtikxxl temporary bracing to insure stabltty during construction Is the responsibility of the MiTek erector. Additional permanent bracing of fine overall structure is the responsibility of the building designer.for general guidance regarding fabrication.quality,control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Bbd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa,FL 33610 Jab Truss Truss Type Qty=Plyoakwood Bldg.Grp!Lot 1so Sped JK76956890 J150062A 102 Hall Hip 1 Reference(optional) Manning Building Supplies. Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:56:00 2015 Page 1 ID:xvmPJiptGZ6ucLh8AAmidMzaOPh-68MjUbksE5zE16GYlj_3RfXU Xw6wTzg62hOHZV0iz 2-SB 57-0 141413 13-8-8 16-2-0 2-SB 2-7-6 59-13 2-9-11 2-5-8 4x4= 3x8= Scale=1:61.5 4 22 23 5 i 10.00 12 26 3x5// 3 25 2 1 iq r. 13 9 8 4x4= Iq 12 11 24'--' 14 1.5x4 11 3x8— 7 6 6x6 O 15 10 2x5 11 5x8 ) 1.5x4 1.5x4 I 1 1.5x4 II 1.5x4 II 2-3-8 2- 8 51-0 141413 1358 13-1 6 i628 2-3-8 4-0 2-7-8 59-13 2-9-11 0 -0 2-3-8 Plate Offsets X Y-- 1:0-3-8 Ed a 2:0-1-11 Ed a 4:0-2-4 0-2-0 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/def] L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.08 14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -0.13 14 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.65 Horz(TL) 0.12 6 n/a n/a Weight:116 Ib FT=20% BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-4:2x4 SP No.1 D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2x4 SP No.2 6-7-13 oc bracing:12-13 WEBS 2x4 SP N0.2 6-11-4 oc bracing:11-12. WEDGE WEBS 1 Row at midpt 5-6,4-11 Left:2x4 SP No.2ek Fbe recommends that Stabilizers and required cross bracing installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 6=579/0-5-8,1=619/0-5-8 Max Horz 1=463(LC 11) Max Uplift6=341(LC 9),1=-196(LC 12) Max Grav6=734(LC 17),1=619(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 4-22=-403/294,22-23=-403/294,5-23=-403/294,6-8=-674/411,5-8=-578/406, 1-2=-612/234,2-25=-2498/1475,3-25=-724/329,3-26=-471/249,4-26=-407/278 BOT CHORD 1-15=-532/643,2-13=-2443/3775,12-13=-700/1046,11-12=-700/1046,11-24=-231/255, 9-24=-231/25 WEBS 3-12=-40/250, 8 3- 19=-628/389,85-11=-395/618 `,(�1J`(�f"'/��, NOTES- 0P••!✓E IN•• C� �j� 1)Wind:ASCE 7-10;Vu1t=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4f1;Cat.o �••�� S4` Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 10-10-13,Exterior(2)10-react to N 68182 15-1-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)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. ;Q 4)'This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �'.• T :•441 fit between the bottom chord and any other members,with BCDL=10.Opsf. 4 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)6=341, � r( 1=196. ice, lsS 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. Iles, e, FL Cert. 6634 April 1,2015 Q WARNING-Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.02116/2015 BEFORE USE. Design valid for use only with Mflek connectors.This design is based only upon parameters shown.and is for an Individual building component Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.&acing shown Ml lek� Is for lateral support of Individual web members only. Addlilloml temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regardktg 6904 Parke East Blvd. fabrication,quality,control,storage,delivery,erection and tracing,consult ANSI7TPII Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 I Job Truss Truss Type Qty Ply Oakwood Bldg.Grp I Lot 160 Spec/JK ' 76956691 J150062A 103 I'I Piggyback Base 3 1 Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:56:01 2015 Page 1 I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-fLw5WU?055wFrksO W Izs3gtNtGrO_72mnEYjzVOiy 2-SB 51-0 11 147.15 138-8 _ 16-2-0 2-SB 2-7-8 1-511 4-1-3 349 2-SB 4x4= 3x8= Scale=1:60.2 4 22 23 5 10.00 F12 3x5 26 3 25 2 1 3 9 8 3x4- lq 12 11 24 15 14 1.5x4 11 3x8= 10 7 6 1.5x4 1 , 5x8 '�, 1.5x4 I I 2x5 1' 6x6-/ 1.5x4 I I 1w,11 id-3 2-3-6 5-1-0 167-15 13�3$$ 13- B 726-2-0 1.4-3 11-5 2-7-8 5-6-14 9 4 -3-8 D-2-0 Plate Offsets(X Y)-- f1:0-3-8 Edged [2:0-1-11 Edge] 14:0-2-4.0-2-01 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.08 14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(TL) -0.13 14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.12 6 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight:114 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2`Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 1-4:2x4 SP No.1D end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.2 6-8-4 oc bracing:12-13 WEDGE 6-11-12 oc bracing:11-12. Left:2x4 SP No.2 WEBS 1 Row at midpt 5-6,4-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 6=578/0-5-8,1=620/0-5-8 Max Horz 1=453(LC 11) Max Uplift6=-339(LC 9),1=-198(LC 12) Max Grav6=731(LC 17),1=620(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 4-22=-407/295,22-23=-407/295,5-23=407/295,6-8=-671/404,5-8=-566/402, 1-2=-605/234,2-25=-2498/1476,3-25=-714/328,3-26=-474/254,4-26=-417/282 BOTCHORD 1-15=-525/634,2-13=-2445/3780,12-13=-691/1030,11-12=691/1030 ,11� 11� WEBS 3-11=607/377,5-11=-389/607 ` `,QU ��1N �FI,�� NOTES- `OP.•' • 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opst;h=25tt;B=45ft;L=24ft;eave=4ft;Cat.II; �� ' \GENS•% Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-Oto 10-7-15,Extedor(2)10-7-15 to •••' 14-10-13 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for N 6 81 82 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 20.0 st on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, BCDL=10.Opsf. O'.•• T I' ��: 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)6=339, 1=198. ice, s• 1 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. /�� S •.. NAI- �tiin�t�� -71 FL Cert. 6634 April 1,2015 Q WARNING•Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.0211612015 BEFORE USE. Design valid for use only with Mffek connectors.This design Is based only upon parameters shown,and Is for an IndlAclual building component. App0cablity of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown in' is for lateral support of Individual web members only. Addlifonal temporary bracing to insure stablilly during construction is the responsib911ty of the MiTek' erecta. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabilcation,quality control,Storage,delivery.erection and bracing,consult ANSI/TPiI Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avaiiabie from Truss Plate Institute,781 N.Lee Street Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job • Truss Truss Type Qty Ply Oakwood Bidg.Grp/Lot 160 Sped JK 76956692 J150062A 104 ''',ROOF TRUSS 10 1 Job Reference o tional Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:56:01 2015 Page 1 I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-fLw5hxlU?055wFrksO W Izs3o2NrfrM?72mnEYjzVOiy F 5-9-149 10-7-15 15-11-0 lqp-0 5- -14 4-10-1 5-3-1 0-0 6x6— 1.5x4 11 Scale=1:55.9 3 11 12 4 10.00 12 1.5x4 II 16 2 0 ro m 15 1 O ImT 0 13 14 55 7 6x6= 30- 5x5= 5-9-14 10-7-15 15-11-0 160-0 5-9-14 I 4-10-1 5-0-1 Plate Offsets X Y- 3:0-44 0-2-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.46 6-7 >413 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.86 6-7 >221 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.76 Horz(TL) -0.01 1 n/a n/a Weight:104 Ib FT=20% BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.1 D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at micipt 4-6,3-6 WEDGE MiTek recommends that Stabilizers and required cross bracing Left:2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 1=583/0-5-8,6=58810-3-8 Max Horz 1=366(LC 12) Max Upliftl=-I OO(LC 12),6=-318(LC 12) Max Grav1=614(LC 18),6=705(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-15=-794/97,2-15=-715/113,2-16=-862/357,3-16=-788/380 BOT CHORD 1-7=-401/631,7-13=-182/253,13-14=-182/253,6-14=-182/253 WEBS 2-7=-485/394,3-6=-522/375,3-7=-406/816 NOTES- 1)Unbalanced roof live loads have been considered for this design. ,1 1 1 1 111 11111 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11; ♦♦0 U'N V II.* Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extehor(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 10-7-15,Exterior(2)10-7-15 to ♦ (� �j ♦♦ p...,.... . 14-10-13 zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces 8 MW FRS for reactions shown; ♦ '�•�\C E N Lumber DOL=1.60 plate grip DOL=1.60 i 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. N 68182 5)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1 except Qt=1bj ;Q 6=318. ••. T F 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. � O � rt � 8)ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. �� P•• Q•.' 111111th FL Cert. 6634 April 1,2015 Q WARNING-Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MIP7473 rev.02/16/2016 BEFORE USE. Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an IndlNdual building component. Design of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown Applicis for lateral support of individual web members only. Additional temporary bracing to Inure stability during C041ORx tion Is the responslbulity of the MiTek' erector. AdditlorxR permanent bracing of the overall structure is the responsibility of the building deslgnter.For general guidance regarding fatolcation,quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandda,VA 22314. Tampa,FL 33610 + fuss fuss pe ty y 1 Oakwood Bldg.Grp/Lot 160 Sped JK 0 y T6956893I J150062A K01 _7�: Monopilch Structural Gable 1 1 Job Reference o tional Manning Building Supplies,Jacksonville,FL 7.610 s Jan 29 2015 MITek IrMustrtes,Inc. Tue Mar 31 15:48:10 2015 Page 1 I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-HoPPZ?kB41 RFHPLst2y2Qy9aQiuzThXhZ4FJuszVNy3 1.0-0 4-10-8 1-0-0 4-10-8 Scale=1:15.1 3 1.5x4 11 6.0012 2 1.5x4 !I 3x4 VA 2 1 4 4x4= 1.5x4 11 6 5 3-6-4 1.5x4 14-10-8 3-6-4 1-4-4 Plate Offsets(X Y)-- [1:0-0-4,0-1-121 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.01 10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.01 10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a rVa BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:23 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 4-10-8 oc purlins, 1-2:2x6 SP No.2 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.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer Installation quide. REACTIONS. All bearings 3-8-0 except Qt=length)4=Mechanical,5=0-3-8. (lb)- Max Horz 1=101(LC 11) Max Uplift All uplift 100 Ib or less at joint(s)1,4 except 6=-157(LC 12),5=-144(LC 1) Max Grav All reactions 250 Ib or less at joint(s)1,4,5,1 except 6=288(LC 1) 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=25ft;B=45fh L=24th eave=oft Cat. ll;Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 4-8-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 //111111/II�1� 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 ,�11 Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 10`� QU N V��[�I� 3)Gable studs spaced at 2-0-0 oc. �� P•' ....... ••E N•s'-.• 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. G 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 : •• �' F ��• will fit between the bottom chord and any other members. N 681 82 6)Refer to girder(s)for truss to truss connections. * ••• 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,4,1 except Qt=lb)6=157,5=144. :Q 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 'fl •. 0:.. T F . � /1111111111 FL Cert. 6634 April 1,2015 Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.02/16!2015 BEFORE USE. Design valid for use only with Mflek connectors.This design is based only upon parameters shown.and Is for an Individual building component. Applicability of design parametersand proper incorporation of component Is resporsiblIlly of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. AddBkxlal temporary tracing to Insure stability during construction is the responsibility of the MiTek erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.f or general guidance regarding 1 R faMicaflon,cluallty control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inform available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 OTruss Truss Type ty y Oakwood Bldg.Grp/Lot 160 Sped JK ' 76956894' J 150062A K02 Monopilch 3 1 Job Reference(optional) Manning Building Supplies,Jacksonville,FL 7.610 s Jan 29 2015 MITek Industries,Inc.Tue Mar 31 15.48.32 2015 Page 1 ID:xvmPJiptGZ6ucLh8AAmidMzaOPh-eOl jAX?_vVD8wo15AfMCJb4JdZQTddVwdVaTeazVNxj 4-10-8 4-10-8 Scale=1:17.3 2 1.5x4 II 6.00 Fl2 9 6 B N 1 1CLj 6 0 4 3 3x4= 1.5x4 I I I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.03 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.06 4-7 >985 180 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:19 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) 1=170/0-3-8,4=176/Mechanical Max Horz 1=94(LC 12) Max Uplift 1=-33(LC 12),4=-88(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. BOT CHORD 1-4=-254/107 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat. 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-Oto 3-0-0,Interior(i)3-0-0 to 4-7-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. `,,►{ //// 4)Refer to girder(s)for truss to truss connections. �..�` QU N 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,4. ,�%OP` 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. E N$ �� N 68182 0�.. T F .'� � • rc E?%% FL Cert. 6634 April 1,2015 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI-7473 rev.02/15/2015 BEFORE USE. Design valid for use only with Welk connectors.This design Is based only upon parameters shown,and is for an Individual budding component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Addltlonal temporary bracing to insure stability during construction is the responsibility of the �A'Tek erector. Additional permanent txackv of the overall structure Is the responsibility of the budding designer.For general guidance regarding 'Y' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.781 N.Lee Street Suite 312,Alexandria,VA 22314. Tanga,FL 33610 r 7ob Truss Truss Type Qty Ply Oakwood Bldg.Grp/Lw 160 Spec/JK 76956895 62AP01 1,PIGGYBACK 10 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc.Tue Mar 31 14:56:20 2015 Page 1 I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-c_ZHhQ_PXEU PiAoOTwLIEtM5U2VPn7vwQDulj7zVOif I Scale=1:26.6 1.5x4 I I 3 to.00 12 7 1.5x4 11 2 a 6 1 Li n v O 0 o � 5 4 2x4 1.5x4 I 1.5x4 1I 5-4-1 5-4-1 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) ria n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) rVa rVa 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 HOrz(rL) 0.00 4 n/a n/a Weight:25 Ib FT=20 BCDL 10.0 Code FBC2010ITP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-1 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 �b. Tek recommends that Stabilizers and required cross bracing installed during truss erection,in accordance with Stabilizer stallation guide REACTIONS. (Ib/size) 1=55/5-2-0,4=73/5-2-0,5=215/5-2-0 Max Horz 1=192(LC 9) Max Upliftl=-24(LC 10),4=-68(LC 9),5=-160(LC 12) Max Grav 1=1 11(LC 18),4=96(LC 17),5=247(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-6=-331/284,2-6=-322/299 WEBS 2-5=-262/258 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft L=24tt;eave=oft Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-6-10 to 3-6-10,Interior(1)3-6-10 to 5-2-5 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate 111%J1111111111111 grip DOL=1.60 `�%0 �v 1 N VF viii 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. ,��'0•.•�C E N$:•• 4)'This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will : •• �`'•.. fit between the bottom chord and any other members. • i 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,4 except Qt=lb) =* N 68182 5=160. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. = 7)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building ;Q designer. i •' T F .' l►n�ri��N FL Cert. 6634 April 1,2015 Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev.0?/16l2015 BEFORE USE. -- Design valid for use only with Mlfek connectors.This design Is based only upon parameters shown.and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of brdlding designer-not buss designer.Bracing shown is for lateral support of IndNkival web members only. Additional temporary tracing to trsure siabli ty during construction is the responsitAllty of the MiTek' erector. Additional permanent tracing of the overall structure is the responsibility of the building designer.For general guidance regarding 6904 Parke East Blvd. fabrication,quality control,storage,delivery,erection and tracing,consult ANSI/TPI t Quality Criteria,DSB-89 and BCSI Building Component Safety information avauable from Truss Rate Irsittute. 781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 1 Job Truss Truss Type Qty PlyOakwood Bldg.Grp/Lot 160 Spec/JK 76956896 J150062A P02 ��iPiggyback 1 1 Job Reference o tional Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,mc. 1u Mar 31 14:56:21 2015 Page 1 I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-4B7fum?1 IXdGKKNal dt_n4uFW RgvW aM3ftdl FZzVOie 2-3-6 25-8-3 24. 23-4-13 Scale=1:44.9 3x4- 10.00 F12 3x4= 5 6 7 8 20 9 10 2 3 19 4 m 1 m o / 4-6-4 -- 4-0._p — 1 7 16 15 14 13 12 11 3x4= 25-8-3 25-8-3 Plate Offsets X Y-- [2:0-2-0,0-1-131 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) n/a rVa 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 11 n/a Na BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:89 Ib FT=20 LUMBER- BRACING- ' TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 �be Tek recommends that Stabilizers and required cross bracing installed during truss erection,in accordance with Stabilizer tallation uide. REACTIONS. All bearings 25-6-1. (lb)- Max Horz 1=74(LC 9) Max Uplift All uplift 100 Ib or less at joint(s)1,11,12 except 15=-116(LC 9),17=-161(LC 8),18=-146(LC 8), 14=-158(LC 9),13=-159(LC 9) Max Grav All reactions 250 Ib or less at joint(s)1,11,12 except 15=300(LC 1),17=284(LC 1),18=328(LC 1), 14=293(LC 1),13=306(LC 1) 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.Opst;h=25ft B=45ft;L=26ft;eave=oft;Cat.Il; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-6-10 to 6-6-5,Interior(1)6-6-5 to 25-6-7 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate ,``��aU'N grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. � 0P•'••••• , 3)All plates are 1.5x4 MT20 unless otherwise indicated. , GENS•• �,,�� •'�� F�'•. 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. N 68182 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will * fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,11,12 except •;1JJ ` Qt=lb)15=116,17=161,18=146,14=1 58,13=159. 'P'• T F 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. * 9)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building 00 •'. designer. �4,S •N AL E ` � rrrrrr��%% FL Cert. 6634 April 1,2015 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MIF7473 rev.0711671015 BEFORE USE. v Design valid for use only with M1Tek connectors.this design k based only upon parameters shown.and is for an Individual building component. Appilcablity of design parameters and proper Incorporation of component is responsibility of building designer-not hrrss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek erecta. Additional permanent bracing of the overall structure is the responsibility of the bulding designer.For general guidance regarding fabrication,quality control,storage,delivery.erection and bracing,consaAt ANSI1TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Sheet Suite 312,Alexandria,VA 22314. Tampa,FL 33610 1 Job Truss Truss Type Qty Ply Oakwood Bldg.Grp/Lot 160 Sped JK J150062A P03 Piggyback 1 1 Job Reference(optional) 76956897 Manning Building Supplies. Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:56:22 2015 Page/ ID:xvmPJiptGZ6ucLh8AAmidMzaOPh-YNhl56?f2r17xUynbL0DKIRQ_rABF1 MDtXNro?zVOid 4-3-6 25-83 4-3-6 21-4-13 Scale=1:44.9 3x4= 3x4= 10.00 F12 2 3 420 5 6 7 8 21 9 10 19 N 1 6 o g 0 r 3x4 4-6-4 _ 4-0-0 16 15 14 13 12 11 3x4= 25-8-3 25-8-3 Plate Offsets(X,Y)-- 12:0-2-0,0-1-131 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 I Plate Grip DOL 1.25 TC 0.23 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(TL) Na n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 11 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:107 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 25-6-1. (lb)- Max Horz 1=156(LC 9) Max Uplift All uplift 100 Ib or less at joint(s)1,11 except 15=-118(LC 9),17.175(LC 8),18=-152(LC 9), 14=-157(LC 9),13=-1 59(LC 9),12=-124(LC 9) Max Grav All reactions 250 Ib or less at joint(s)1,11 except 15=300(LC 1),17=282(LC 1),18=360(LC 17), 14=293(LC 1),13=305(LC 1),12=267(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-18=-273/262 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=26ft;eave=4ft;Cat.II; ��1�r111+ Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-6-10 to 3-6-10,Interior(1)3-6-10 to 4-3-6,Exterior(2)4-3-6 to `tti +�I�� 8-6-5 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions 001 N VF shown;Lumber DOL=1.60 plate grip DOL=1.60 0P,••'•E"'• <<C` �j 2)Provide adequate drainage to prevent water ponding. ,�� , . \C N 3)All plates are 1.5x4 MT20 unless otherwise indicated. 4)Gable requires continuous bottom chord bearing. N 68182 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. -10' 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,11 except Qt=lb) ' 15=118,17=175,18=152,14=157,13=159,12=124. i T F 41 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 00 .. 9)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. �i �? 4f I +rrrrr��li FL Cert. 6634 April 1,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev.0211612015 BEFORE USE. Design valid for use only with Mffek connectors.This design Is based only upon parameters shown,and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not thus designer.Brading shown is for lateral support of Individual web members orgy. Addlikxxal temporary tracing to lrmxe stability during construction Is the resporsibillity of the erector. Add iflonal permanent bracing of the overall structure is the responsibility of the"cling designer.For general guidance regarding MiTek" fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI i Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 71314. Tampa,FL 33610 l Job Truss Truss Type Qty Ply Oakwood Bldg.Grp/Lot 160 Sped JK I 76956898 J150062A PO4 ',Piggyback i 1 Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc.Tue Mar 31 14:56:23 2015 Page 1 1 D:xvmPJiptGZ6ucLh8AAmidMzaOPh-OZFPJSOlp9t_ZeXz82vSsV_ZEFVp_TxM6B6PKSzVOic 63-6 25-8-3 6-3-6 19-4-13 Scale=1:45.3 3x4= 3 4 20 5 6 7 P1 8 9 0 13 13 10.00 12 15, 2 19 N N 18 1 Rl V 6117 op O r7 O O jx4// 4-6-4 17 22 4-0-0 h6 15 14 13 12 11 10 3x4= 25-8-3 25-8-3 Plate Offsets(X Y)-- [3:0-2-0,0-1-131 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) -0.00 10 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:123 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer [installation guide. REACTIONS. All bearings 25-6-1. (lb)- Max Horz 1=239(LC 9) Max Uplift All uplift 100 Ib or less at joint(s)1 except 10=-134(LC 18),14=-120(LC 8),16=-136(LC 8),17=-1 98(LC 12),13=-159(LC 9),12=-160(LC 9),11=-113(LC 9) Max Grav All reactions 250 Ib or less at joint(s)1,10 except 14=387(LC 18),16=386(LC 19),17=449(LC 17), 13=377(LC 19),12=391(LC 19),11=361(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-18=-284/254,18-19=-274/258,2-19=-264/279 WEBS 2-17=-379/336 NOTES- 1) Exp CAEncl..,GCpiSCE 7-10;V0.1181 MW FRS(dircond gust)ectional)al)a d C-C101 Exterior(2)tOD6-10 to 3-6-10,Interior(1)3-6 1f0 o 6 3-6,Exterior(2)6 3ft6 tot II, ``,QU'N 10-6-5 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions •E `<<C` i� shown;Lumber DOL=1.60 plate grip DOL=1.60 `�� ,•.'�\G N S'�.•.? i� 2)Provide adequate drainage to prevent water ponding. 3)All plates are 1.5x4 MT20 unless otherwise indicated. N 68182 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,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1 except Qt=1b) T F 441• • 10=134,14=120,16=136,17=198,13=159,12=160,11=113. j •. T Q •: ,� 8)'Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building �ii�SS `G�% designer. ` FL Cert. 6634 April 1,2015 Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MIP7473 rev.02/1&2015 BEFORE USE. Design valid for use only with Mflek connectors.This design Is based only upon parameters shown,and is for an individual bulding component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure h the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalable from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 11 i Job Truss Truss Type Qty Ply J150062A POS Piggyback 1 Oakwood Bldg.Grp/Lot 160 Sped JK 76956899 ' 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:56:24 2015 Page 1 I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-Umpn W o1 waS?rBo59ilQhPj W kSfg2juYVLrsysuzVOib 8-3-6 25-83 8-3-6 17-4-13 Scale=1:47.5 3x4= 3x4 3 4 520 6 7 21 8 9 10.00 12 2 T 19 CP 18 1 m e ao 0 0 0 4-6-4 17 22 4-" 16 15 14 13 12 11 10 3x4= 3x4 I 25-83 25-83 Plate Offsets(X Y)-- [3:0-2-0,0-1-131 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.20 Horz(TL) -0.00 10 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:139 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 25-6-1. (Ib)- Max Horz 1=322(LC 9) Max Uplift All uplift 100 Ib or less at joint(s)1 except 10=-136(LC 18),14=-134(LC 8),16=-142(LC 9),17=-260(LC 12),13=160(LC 9),12=-162(LC 9),11=-110(LC 12) Max Grav All reactions 250 Ib or less at joint(s)1,10 except 14=396(LC 18),16=419(LC 17),17=457(LC 17), 13=377(LC 17),12=393(LC 19),11=364(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-18=-409/380,18-19=-393/390,2-19=-389/401 WEBS 4-16=-268/268,2-17=-389/319 NOTES- 1)Exip C;Encl..,GCpiSCE 7-10;v0.I18;MW FRS(directional)a)d C-Cl01 Exte or(2)0-6-10 to 3-6-10,Inter opr(1)3-6 10 o 8 3-6,Exterior(2)8 3-6 tot.II; ,, QU I N i I VF'/I�� 12-6-5 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions %% 0 •E <<C` �I00 shown;Lumber DOL=1.60 plate grip DOL=1.60 ,�� ,•••� C N S�.•. i� 2)Provide adequate drainage to prevent water ponding. 3)All plates are 1.5x4 MT20 unless otherwise indicated. • N 68182 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,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1 except Qt=lb) O•.• T F 10=136,14=134,16=142,17=260.13=160,12=162,11=110. Q `� 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �j� Q•.•• \ �� 9)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building ��SS \C. � !!11111111 designer. �IAl� ', FL Cert. 6634 April 1,2015 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/1-7473 rev.02/1&2015 BEFORE USE. Design valid for use only with MITek connectors.This design is based only upon parameters shown,and Is for an individual building component. Applk:ability of design parameters and proper Incorporation of component Is resporaAlity of building designer-not truss designer.Bracing shown ;�ei• is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the thMl l erector. Adcgffon i permanent bracing of the overall structure is the responsibility of e building designer.For general guidance regarding fabrication,quality control,storage,delivery,erectlon and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd_ Safety Information available from Truss Rate Institute.781 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 f 11 Job Truss !Truss Type Qty PtyOakwood Bldg.Grp/Lot 150 Sped JK T6956900 J150062A P06 ';.Piggyback 1 1 JobReference(optional) Manning Building Supplies, Jacksonville.FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:56:24 2015 Page 1 I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-UmpnW o1 waS?rBo59ilQhPj W i6fo7jtzVLrsysuzVOib 10-3-6 25-8-3 10-3-6 15-4-13 3x4= Scale=1:52.4 3x4= '4 5 20 6 7 P1 8 9 3 Zr1_2 N N 1 N O a Qnnn 7 p O O 3x4 Ii 4-6-4 17 22 4-0-0 06 15 14 13 12 11 10 3x4= 3x4= 25-8-3 25-8-3 Plate Offsets(X Y)-- [4:0-2-0,0-1-131,[9:Edge,0-1-81,[10:Ec1qe,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) -0.01 10 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix) Weight:153 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 WEBS 1 Row at midpt 5-14,6-13,7-12,8-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 25-6-1. (lb)- Max Horz 1=405(LC 9) Max Uplift All uplift 100 Ib or less at joint(s)1 except 10=-1 49(LC 18),14=-149(LC 9),16=-169(LC 9),17=-281(LC 12),13=-146(LC 9),12=-169(LC 9),11=-135(LC 12) Max Grav All reactions 250 Ib or less at joint(s)1,10 except 14=402(LC 19), 16=457(LC 17),17=449(LC 17),13=389(LC 18),12=397(LC 19),11=379(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-18=-521/496,2-18=-500/516,2-19=-326/289,3-19=-307/321 WEBS 3-16=-362/334,2-17=-400/308 111111111/�� NOTES-TES- Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=26ft;eave=oft;Cat.ll; � Q ••• '`<<C`�� Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-6-10 to 3-6-10,Interior(1)3-6-10 to 10-3-6,Exterior(2)10-3-6 to `,4 ,�.'�\G E Iv S�'. � 14-6-5 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions o shown;Lumber DOL=1.60 plate grip DOL=1.60 N 68182 2)Provide adequate drainage to prevent water ponding. 3)All plates are 1.5x4 MT20 unless otherwise indicated. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psi 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 0 '. :• fit between the bottom chord and any other members,with BCDL=10.Opsf. 0 i ' 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)i except Qt=1b) ' 10=149,14=149,16=169,17=281 13=146,12=169,11=135. � �fA 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. I9)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. FL Cert. 6634 April 1,2015 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev.0211612015 BEFORE USE. Design valid for use or with MITek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of brdiding designer-not huss designer.Bracing shown is for lateral support of Individual web members orgy. Additional temporary bracing to insure stat-llity during construction is the responsibility of the MiTek, erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.Lor general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 A r Job Truss Truss Type Qty Ply Oakwood Bldg.Grp/Lot 160 Spec/JK 76956901 J150062A P07 ',Piggyback 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:56:25 2015 Page 1 I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-yVNAk82YLm7hoxgMGTxwxw3us39OSKTfZVbW OKzVOia 9-8-1 25-8-3 9-8-1 16-0-1 Scale=1:49.6 11 3x4= 3x4 4 5 20 6 7 21 8 9 3 10.00 12 19 a c 2 n <o 18 I 1 _ o 0 o 30 4-6-4 17 22 4-0-0 16 15 14 13 12 11 10 3x4= 30= 25-83 25-83 Plate Offsets(X,Y) (4:0 2 0 0 1 131 [10:Edge 0-1-81 LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) -0.01 10 n/a n/a BCDL 10.0 Code FBC2010fTP12007 (Matrix) Weight:149 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 20 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 25-6-1. (lb)- Max Horz 1=380(LC 9) Max Uplift All uplift 100 Ib or less at joint(s)1 except 10=-142(LC 18),14=-129(LC 9),16=-167(LC 9),17=-281(LC 12),13=-153(LC 9),12=166(LC 9),11=-127(LC 12) Max Grav All reactions 250 Ib or less at joint(s)1,10 except 14=392(LC 19),16=447(LC 17),17=453(LC 17), 13=382(LC 18),12=395(LC 19),11=372(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-18=-4881461,2-18=-467/482,2-19=-2831248,3-19=-264/280 WEBS 3-16=-341/322,2-17=-4011306 NOTES- 1111111/ 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=26ft;eave=4ft;Cat.II; ,o% ,I Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extedor(2)0-6-10 to 3-6-10,Interior(1)3-6-10 to 9-8-1,Extedor(2)9-8-1 to 13-11-0 zone;cantilever lett and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions \C E N' ,, `�0� shown;Lumber DOL=1.60 plate grip DOL=1.60F•••, 2)Provide adequate drainage to prevent water ponding. N 68182 3)All plates are 1.5x4 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 Q fit between the bottom chord and any other members,with BCDL=10.Opsf. T F 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1 except Qt=lb) .00 l4 441 10=142,14=129,16=167,17=281.13=153,12=166,11=127. i ••,�` 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �j \ \�% 9)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. FL Cert. 6634 April 1,2015 0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11.7473 rev.02/16,2015 BEFORE USE. Design valid for use only with Mffek connectors.This design is based only upon parameters shown,and Is for an IndlAdual building component. Applicability of design parameters and proper incorporation of component is responsibility of bullding designer-not truss designer.Brading shown Is for lateral supper!of indtMuol web members only. Additional temporary bracing to Insure stab011y during construction is the responsibility of the MiTek erector. Adaltiond permanent bracing of the overall structure is the responsibility of the"cling designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Rate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 r Jab Truss Truss Type Qty �_P19_____F_0akwood Bldg.Grp/Lot 160 Sped JK 76956902 J150062A POB ,Piggyback 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:56:26 2015 Page i 1 D:xvm PJ iptGZ6ucLh8AAmidMzaOPh-QBwYxU2A64FYQ5FYgAS9U8c4wS W W Bptoo9L3xmzVOiZ 7-8-1 25-8-3 7-8-1 18-0-1 Scale=1:47.5 3x4= 2x4 11 3 4 19 5 6 7 20 8 9 10.00 12 2 e 18 1 O Z' O 6 $x4 ii 4-6-4 7 21 4-0-0 "6 15 14 13 12 11 10 3x4= 2x4 11 25-8-3 25-8-3 Plate Offsets(X,Y)-- (3:0-2-0,0-1-131 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) -0.00 10 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:134 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 25-6-1. (lb)- Max Horz 1=297(LC 9) Max Uplift All uplift 100 Ib or less at joint(s)1 except 10=-137(LC 18),14=-132(LC 8),16=-127(LC 9),17=-242(LC 12),13=-161(LC 9),12=-1 61(LC 9),11=-109(LC 12) Max Grav All reactions 250 Ib or less at joint(s)1,10 except 14=396(LC 18),16=41 O(LC 17),17=455(LC 17), 13=378(LC 17),12=392(LC 19),11=365(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-l8=-372/342,2-l8=-351/364 WEBS 2-17=-391/327 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=26ft;eave=oft;Cat.II; IIIII Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-6-10 to 3-6-10,Interior(1)3-6-10 to 7-8-1,Exterior(2)7-8-1 to ,�� PQ,U I N VFX 11-11-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ,�� ,•.'�\C E•N S'F'. �i� 2)Provide adequate drainage to prevent water ponding. 3)All plates are 1.5x4 MT20 unless otherwise indicated. N 68182 • 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,with BCDL=10.0pst. • 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1 except Qt=lb) 0:• T F 10=137,14=132,16=127,17=242,13=161,12=161,11=109. • �c P :��. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ,� 9)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building �il�SS �� designer. FL Cert. 6634 April 1,2015 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M&7473 rev.027162016 BEFORE USE. Design valid for use only with Mffek connectors.This design Is based only upon parameters shown,and Is for an indlAdual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during constriction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.for general guidance regarding , fabrication,quality control,storage,dellvery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 . 1 Job Truss Truss Type City Ply Oakwood Bldg.Grp/Lot 160 Sped JK 76956903 J150062A P09 Piggyback 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:56:27 2015 Page 1 ID:xvmPJiptGZ6ucLh8AAmidMzaOPh-vLUwgg3otNNP2FgkNuzOl LBGOsslwH8ylp4cTDzVOiY 5-8-1 25-8-3 20-0-1 Scale=1:44.9 3x4= 5x5= 3 4 20 5 6 7 21 8 9 10Z19Z 00 12 2 o .3 o x:- o O o qxA 1z 4-6-4 4-0-0 4-0-0 22 4 13 12 11 10 3x4 25-8-3 25-8-3 Plate Offsets(X,Y)-- (3:0-2-0,0-1-131,(7:0-2-8,0-3-0) LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(TL) n1a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) -0.00 10 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix) Weight:119 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 25-6-1. (lb)- Max Horz 1=214(LC 9) Max Uplift All uplift 100 lb or less at joint(s)1 except 10=-131(LC 18),14=-115(LC 12),16=-155(LC 8), 17=-178(LC 12),13=-158(LC 9),12=-1 60(LC 9),11=-126(LC 9) Max Grav All reactions 250 Ib or less at joint(s)1,10 except 14=383(LC 17),16=380(LC 19),17=439(LC 17), 13=376(LC 19),12=391(LC 19),11=358(LC 18) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-17=-353/319 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=26ft;eave=oft;Cat.11; ,`11111f1j1j Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-6-10 to 3-6-10,Interior(1)3-6-10 to 5-8-1,Exterior(2)5-8-1 to 9-11-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 E•N S•<`�� 2)Provide adequate drainage to prevent water ponding. : •• �C`'•,� �� 3)All plates are 1.5x4 MT20 unless otherwise indicated. op 4)Gable requires continuous bottom chord bearing. N 681 82 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. *: •: 6)•This truss has been designed for a live load of 20.0psf on the bottom chord in 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=1 O.Opsf. .� 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 ib uplift at joint(s)1 except 6t=1b) 10=131,14=115,16=155,17=178,13=158,12=160,11=126. '.� T F 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 0 0 9)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building �j 1 Q•,•' \ `� designer. 0* SS1 ... ••!! FL Cert. 6634 April 1,2015 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design Is based only upon parameters shown,and Is for an individual building component. Applicability of design parameters and proper incorporation of component k responsibility of building designer-not truss designer.&acing shown is for lateral support of Individual web members only. Additional temporary bracing to inure stability during construction Is the responsibillity,of the MiTek' erector. Additional permanent tracing of the overall structure is the responsibility of the building designer.f or general guidance regarding fabdcation,quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 A I Job Truss Truss Type Qty Ply Oakwood Bldg.Grp/Lot 160 Sped JK I 76956904 J150062A P10 Piggyback 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc.Tue Mar 31 14:56:27 2015 Page 1 I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-vLUwgg3otNNP2FgkNuzO1 L81Tsurtwlpyl p4cTDzV0iY 5-6-1 5-6-1 Scale=1:12.5 4x4— 1.5x4 2 3 1 1 10.00 12 Ll m co 1 a I 0 0 5 4 2x4 1.5x4 I 1.5x4 5-6-1 5-6-1 Plate Offsets(X Y) [2:0-2-0,0-1-131 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) n1a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:20 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-1 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) 1=65/5-4-0,4=108/5-4-0,5=18215-4-0 Max Horz 1=73(LC 9) Max Upliftl=-26(LC 12),4=63(LC 9),5=-91(LC 9) Max Grav1=66(LC 18),4=108(LC 1),5=182(LC 1) 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=25ft;B=45ft;L=24ft;eave=oft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. `,111111111/�� 3)Gable requires continuous bottom chord bearing. 10" V N � 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,� Q •• •F 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide willQP,••GEN C` fit between the bottom chord and any other members. : ,.•��,� SFS'? �i 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,4,5. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. N 6 81 8 2 • 8)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. O�: T F " l� • • rO A1j11111%* FL Cert. 6634 April 1,2015 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI47473 rev.02/16✓2015 BEFORE USE. Design valid for use only with Mitek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component h responsibility of t)tAldhx3 designer-not huss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the bLAding designer.For general guidance regarding fabrication,gr�ity control,storage,delNery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Rate IraTttute,781 N.Lee Sheet,Suite 312,Aiexandr1a,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply J150062A P11 Piggyback 1 Oakwood Bldg.Grp/Lot 160 Sped JK T6956905 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mer 31 14:56:28 2015 Page t I D:xvm PJ iptGZ6ucLh8AAmidMzaOPh-NX21 MA4QehVGfPPwxbVdZZhQyGD_flx5GTgA?fzVOiX 5-6-1 5-6-1 1.5x4 Scale=1:21.5 4x4= 2 3 Li 6 10.00 12 N O l� 1 O o I6 0 0 5 4 2x4 X/ 1.5x4 I 1.5x4 5-6-1 5-6-1 Plate Offsets(X,Y)-- (2:0-2-0,0-1-131 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:25 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-1 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=135/5-4-0,4=9/5-4-0,5=21115-4-0 Max Horz 1=155(LC 9) Max Upliftl=-43(LC 12),4=-34(LC 3),5=-97(LC 9) Max Grav1=143(LC 18),4=9(LC 1),5=235(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=25ft;B=45ft;L=24ft;eave=4ft Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-6-10 to 3-6-10,Intedor(1)3-6-10 to 4-2-15,Extehor(2)4-2-15 to 5-4-5 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)Gable requires continuous bottom chord bearing. ,�� QU I N 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� QP • �4$' 5)-This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will :�� '•.'��C E•ry S4 ' fit between the bottom chord and any other members. o 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,4,5. N 68182 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. .� Q T F Itt FL Cert. 6634 April 1,2015 Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and Is for an Individual bullding component. Applicabllliy of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insrae stability during construction is the responsibility of The MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and brachg,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Rate Institute,781 N.Lee Street Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Oakwood Bldg.Gry/Lot 160 Sped JK 76956906 J150062A P12 ��Piggyback 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville.FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:56:28 2015 Page 1 I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-NX21MA40ehVGfPPwxbVdZZhSDGECflt5GTgA?fzVOiX I Scale=1:27.2 1.5x4 II 3 10.00 12 1.5x4 II 7 CP e 6 1ZXX v m o b 0 6 /i 5 4 2x4 1.5x4 II 1.5x4 II 5-6-1 5-6-1 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) rVa n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:26 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-1 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=57/5-4-0,4=7615-4-0,5=223/5-4-0 Max Horz 1=199(LC 9) Max Upliftl=-24(LC 10),4=-70(LC 9),5=165(LC 12) Max Grav1=115(LC 18),4=100(LC 17),5=255(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-6=-342/295,2-6=-332/309 WEBS 2-5=-272/266 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-6-10 to 3-6-10,Interior(1)3-6-10 to 5-4-5 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ♦��PQV 1 N V F��i�� 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. ♦♦♦ Q • CEN S•• `F 101 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. o 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,4 except(jt=1b) N 68182 5=165. * ' 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. _ 7)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building = designer. •,. T F ,��'�ss •N AL E�� FL Cert. 6634 April 1,2015 Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE 11111,17473 rev.02/1SW I S BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper incorporation of component Is responsibility,of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only. Addlttonal temporary bracing to insure stability during construction Is the responsibillity of the MiTek erector. Additional permanent bracing of the overa i structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery.erection and bracing.consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalla le from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Oakwood Bldg.Grp/Lot 160 Sped JK 76956907 J150062A J01A 'Corner Jack 2 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:56:02 2015 Page i I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-7XUTvHm6miDyYPQxQ81 XW"nNma_9GHQXo49zVOix 0-11-8 0-11-8 Refer to MiTek"TOE-NAIL"Detail for connection to 6.00 F12 Scale=1:10.8 supporting carrier truss(typ all applicable jacks on this job) 2 r 1 6 4 3 3x10 0-11-8 0-11-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:5 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-8 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=30/0-5-0,3=8/Mechanical,2=22/Mechanical Max Horz4=40(LC 12) Max Uplift3=-10(LC 12),2=30(LC 12) Max Grav4=30(LC 19),3=15(LC 10),2=27(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=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. �� 4)Refer to girder(s)for truss to truss connections. ...0 QV l N V� 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,2. t�P E� <<C` N 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. `�� ,�.•�\G S'�:'.[� �i� N 68182 •• T F 'NAIL �. FL Cert. 6634 April 1,2015 Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M/fEK REFERANCE PAGEM11-7473 rev.02/1872015 BEFORE USE. Design valid for use only with MIIek connectors.This design Is based only upon parameters shown,and is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not buss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responslbllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.nor general guidance regarding MiTek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 33610 r Job Truss Truss Type Qty Ply Oakwood Bldg.Grp/Lot 160 Sped JK 7 69569081 J150062A J02 ',Corner Jack 3 1 Job Reference(optional) 1 Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:56:02 2015 Page 1 I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-7XUTvHm6mi DyYPQxQ81 XW4cx6nHba_9G HQXo49zVOix 2-11-8 2-11-8 Scale=1:29.4 2 10.00 12 5x5 11 1 n N N O 1 4 3 5x5 I I 2-11-8 2-11-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.02 3-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.02 3-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.09 2 1 1 BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight:17 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins, except BOT CHORD 2x4 SP li end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=102/0-5-0,2=74/Mechanical,3=27/Mechanical Max Horz 4=1 69(LC 12) Max Uplift4=-14(LC 10),2=-143(LC 12),3=-44(LC 12) Max Grav4=114(LC 12),2=115(LC 17),3=59(LC 10) 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=25ft;B=45ft;L=24ft;eave=4ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ,`�� U'N 4)Refer to girder(s)for truss to truss connections. PQ • V�� i� 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) 41 0 • E' N 2=143. ,�� ,•.'��C S�'. �I� 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. N 68182 O.• T F FL Cert. 6634 April 1,2015 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev.0 211 6/2 0 1 5 BEFORE USE. Design valid for use only with MITek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of indtvidual web members only. Additional temporary bracing to Irsure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of The building designer.Tor general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street.Sulte 312,Alexandria VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Oakwood Bkdg.Grp I Lot 160 Sped JK 76956909 J150062A J02A l Corner Jack 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc.Tue Mar 31 14:56:03 2015 Page 1 I D:xvmPJ iptGZ6ucLh8AAmidMzaOPh-cj 1 r6cnlXOLp9Z?7zrYm2H96rBdgJRPQW 4GLdczVOiw 2-11-8 2-11-8 Scale=1:29.4 2 10.00 12 5x5 I 1 1 n N N K 4 3 5x5 11 2-11-8 2-11-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.02 3-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.02 3-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.09 2 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight:171b FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=102/0-5-0,2=74/Mechanical,3=27/Mechanical Max Horz4=169(LC 12) Max Uplift4=-14(LC 10),2=-143(LC 12),3=-44(LC 12) Max Grav4=114(LC 12),2=115(LC 17),3=59(LC 10) 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=25ft;B=45ft;L=24ft eave=4ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. �� Qr�IN V 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,3 except(jt=1b) `� 'O \C E N S 2=143. :� .' F��•, �i 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. N 68182 O�.• T F :• • rt` '� • 41 rrn�r��++++ FL Cert. 76763747] April 1,2015 0 WARNING-Variry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.0211512015 BEFORE USE. Design valid for use only with Mlfek connectors.This design Is based only upon parameters shown,and is for an individual building component.lshown Applicability of design parameters and proper Incorporation of component is responsibility of bullding designer-not thus designer.Bracing Is for lateral suppod of Individual web members only. Additional temporary tracing to insure stability during construction is the responsibility of the MiTek' erector. Additional permanehr-nt tracing of the overall structure is the responsibility of fbuilding designer.For general guidance regarding fabrication,quality control,storage,delivery.ereclion and tracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 33610 a Job Truss Truss Type Qty Ply Oakwood Bldg.Gry/Lot 160 Spec/JK 76956910 J150062A J03 ��I Jack-Open q 1 JobReference(optional) Manning Building Supplies, Jacksonville.FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:56:03 2015 Page 1 I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-cj 1 r6cnlXOLp9Z?7zrYm2H92HBbaJR PQ W 4GLdczVOiw 4-6-0 4-6-0 Scale=1:35.8 2 /712 e 4x7 11 n v co 1O I L N 45x10 MT20HS 11 3 4-6-0 4-6-0 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.05 3-4 >961 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.07 3-4 >746 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.17 2 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight:24 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=159/0-5-0,2=116/Mechanical,3=43/Mechanical Max Horz4=222(LC 12) Max Uplift2=-186(LC 12),3=-33(LC 12) Max Grav4=159(LC 1),2=162(LC 17),3=79(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=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.ll; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 4-5-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)All plates are MT20 plates unless otherwise indicated. ''l I I I I' 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� I �v N 4)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will .0`�OP fit between the bottom chord and any other members. C 5)Refer to girder(s)for truss to truss connections. `�� ,��.\.-� 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3 except Qt=lb) 2=186. N 68182 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. *: •: �'. T F i ,'�'�Sis •N AL��`�,`, it FL Cert. 6634 April 1,2015 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02116/2015 BEFORE USE. Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and is for an Individual building component. p Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Ir>sune stability during construction Is the responsibility of the MiTek" 1 erector. Additional perrnarnent bracing of the overall structure is the responsibility of the building designer.For general guldance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information avcgcble from Truss Plate InstIfufe,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 • Job Truss I Truss Type Qty Ply Oakwood Bldg.Grp/Lot 160 Sped JK 76956911 J150062A J04 :Jack-Open 12 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:56:04 2015 Page 1 I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-4vbEKynNIJTgnjaJXZ3?bVhNJb172ufZkkOug2zVOiv 1-11-8 1-11-8 Scale=1:13.3 6.00 F12 2 T 1 9 N i� �N 4 3 3x10 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.02 3 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.05 3 >460 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix-M) Weight:9lb FT 20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=67/1-11-8,2=67/Mechanical Max Horz4=60(LC 12) Max Uplift2=-53(LC 12) Max Grav4=67(LC 1),2=73(LC 17) FORCES. (lb)-Max.Comp.lMax.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=25ft;B=45ft;L=24ft;eave=oft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ♦♦♦� U'N /// 4)Refer to girder(s)for truss to truss connections. ♦ Q 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2. �♦`�P E �'�j 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. `�� ,•.'�\G N S'�'.? op N 68182 ��.• T OF fill FL Cert. 6634 April 1,2015 MEMO Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M/I-7473 rev.0211CV2015 BEFORE USE. Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an individual building component. v Applicability of design parameters and proper incorporation of component is responsibility of building designer-not taus designer.Bracing shown !, Is tot lateral support of Individual web members ortly. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek*erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Hate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss TypeQty ry Oakwood Bldg.Grp/Lot 160 Sped JK T6956912 J150062A J05 Jack-Partial Girder 2 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:56:04 2015 Page 1 I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-4vbEKynNIJTgnjaJXZ3?bVhGGbxX2ufZkkOu92zVOiv 3-1-13 6-3-10 � 3-1-13 3-1-13 2 Scale=1:37.8 7.07 12 NAILED 6 NAILED 5x5 11 5 1 7 8 4 NAILED NAILED 3 5x5 11 6-3-10 6-3-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.20 3-4 >374 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.20 3-4 >359 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.31 2 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight:30 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=164/0-6-5,2=153/Mechanical,3=55/Mechanical Max Horz4=222(LC 8) Max Uplift4=-214(LC 6),2=-265(LC 8),3=-64(LC 8) Max Grav4=275(LC 26),2=217(LC 25),3=102(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=25ft;B=45f1;L=24ft;eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever lett and right exposed;end vertical left and right 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 ,111111111 j fit between the bottom chord and any other members. `111 v I N 4)Refer to girder(s)for truss to truss connections. P`Q 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=214 ,�� CIEN•• �j� 2=265. `� '�.'- \ S'F•. �� 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 7)"NAILED"indicates 3-10d(0.148"x3")or 2-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. N 68182 o 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 ' Uniform Loads(pit) i '. T F • Vert:1-2=-54,3-4=-20 �0 Al Concentrated Vert:5=55(F)16,2( F)7=20(F)8=1(F) i rs•• �O,SIP 11 // 111111111111 FL Cert. 6634 April 1,2015 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.0211612015 BEFORE USE. Design valid for use only with MiTek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. " Applicability of design parameters and proper incorporotlon of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the resporuibillify of the � erectaaner. . Additional permanent bracing of the overall structure Is the responsibility of the building design .For general guidancea iegding Mi Tek' fabrication,quality control-storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blv Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314, Tampa,FL 33610 Job Truss ,,Truss Type Qty Ply Oakwood Bldg.Grp I Lot 160 Sped JK - 76956913 J150062A J05A iJack-Partial Girder 2 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:56:05 2015 Page 1 ID:xvmPJ iptGZ6ucLh8AAmidMzaOPh-Y69cXlo?3dcXPt9W 5GaE8iEQL?H 1 nLuizOiShUzVOiu 3-0-5 6-0-10 3-0-5 3-0-5 2 Scale=1:37.0 7.07 12 NAILED 6 NAILED 5x5 I I 5 1 rZ 7 8 4 NAILED NAILED 3 5x5 11 6-0-10 6-0-4 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.17 3-4 >406 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(TL) -0.18 3-4 >396 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.29 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:29 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=156/0-6-5,2=146/Mechanical,3=53/Mechanical Max Horz4=216(LC 8) Max Uplift4=-21 1(LC 6),2=-262(LC 8),3=-68(LC 8) Max Grav4=266(LC 26),2=210(LC 25),3=101(LC 19) 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=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right 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 willfit 4)ReferTto g�deeen er(s)fornchord and antruss o truss connectio sother mbers. ,``��QU`N 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=211 ��`0 E V`<<C`,�j 12=262. �� , \G N S �i 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ftb •• �••�• 7)"NAILED"indicates 3-10d(0.148"x3")or 2-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. N 68182 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). *:• 1: LOAD CASE(S) Standard 1)Dead+Root Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) i T F Vert:1-2=-54,3-4=-20 Concentrated Loads(lb) Q��•`' Vert:5=55(B)6=2(B)7=20(B)8=1(B) �iss •• ,• \G``, ##if 1110 FL Cert. 6634 April 1,2015 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI67073 rev.02/7612015 BEFORE USE. Design valid for use only with MITek connectors.This design is based only upon parameters shown,and is for an individual braiding component. , Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not thus designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibYllty,of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insittate,781 N.Lee Street,Sutte 312,Alexandria VA 22314. Tampa,FL 33610 Job Truss !�Truss Type Qty Ply Oakwood Bldg.Grp/Lot 160 Sped JK T6956914 J150062A J06 Jack-Partial Girder 1 1 Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:56:05 2015 Page 1 I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-Y69cXlo?3dcXPt9W 5GaE8iEZO?OUnluizOlShUzVOiu 1-4-4 + 2-8-8 1-4-4 1-4-4 Scale=1:13.2 4.24 12 2 NAILED 5 1 6 3 NAILED 4 3x10 11 2-8-8 2-8-2 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) 0.00 4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(TL) -0.00 3-4 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:12 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-8 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=54/0-6-5,2=41/Mechanical,3=15/Mechanical Max Horz4=59(LC 8) Max Uplift4=-19(LC 4),2=-48(LC 8),3=-6(LC 8) Max Grav4=54(LC 27),2=41(LC 1),3=28(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=25ft;B=45ft;L=24111;eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right 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)Refer to girder(s)for truss to truss connections. PQv N 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,2,3. `�� tJ .....E i♦ 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. `� •••�,� SSC`••? ♦♦ 7)"NAILED"indicates 3-10d(0.148"x3")or 2-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. ♦ 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). N 68182 i - � 1 LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) • Vert:1-2=-54,3-4=-20 O•.• T F Concentrated Loads(lb) ♦♦ •, Q �, Vert:5=54(B)6=21(B) �♦ \�.•• % FL Cert. 6634 April 1,2015 0 WARNING-Verily design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/1-7473 rev.0211672015 BEFORE USE. Design valid for use only with MITek connectors.This design is based only upon parameters shown.and Is for an"Actual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the Mitek' erector. Additional permanent brackV of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control.storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 e a Job_ Truss Truss Type Qty Ply Oakwood Bldg.Grp/Lot 160 Spec/JK T6956915 J150062A J06A Jack-Partial Girder 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:56:06 2015 Page i I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-Olj_Iepdgwk001jif_5TgwnkgOknW o8sC2V?DxzVOlt 1-2-12 2-5-8 1-2-12 1-2-12 4.24 12 2 Scale=1:12.7 NAILED 5 1 6 3 NAILED 4 3x10 11 2-5-8 2-5-2 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) 0.00 4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(TL) -0.00 4 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:11 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-8 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 4=49/0-6-5,2=32/Mechanical,3=11/Mechanical Max Horz4=56(LC 8) Max Uplift4=-17(LC 4),2=-43(LC 8),3=-8(LC 8) Max Grav4=49(LC 27),2=32(LC 25),3=21(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=25ft;B=45ft;L=24ft;eave=oft;Cat.ll; Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right 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 ��111111 fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. QU I Nnn 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,2,3. ��`�P ........ V`<<C`,�j 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �4 ' •••\C N 7)"NAILED"indicates 3-10d(0.148"x3")or 2-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. 0. •• �•••• 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Nc 68182 LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 ' Uniform Loads(pit) ' Vert:1-2=-54,3-4=-20 i T F Concentrated Loads(lb) � I A. Vert:5=54(F)6=21(F) �0 X1111111 `\ FL Cert. 6634 April 1,2015 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 011II.7473 rev.02/16/2015 BEFORE USE. j Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and Is for an Individual budding component. Applicablilly of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding MiTek' fabrication,quality control,storage,delivery,erection and tracing,consult ANSI/TPI t Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty PlyOakwood Bldg.Grp/Lot iso Sped JK 76956916 J150062A J07 Corner Jack 4 1 Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:56:06 2015 Page 1 ID:xvmPJ iptGZ6ucLh8AAmidMzaOPh-Olj_lepdgwkOOljif_5TgwnkROk8W o8sC2V?DXZVOIt 1-0-0 1-0-0 6.00 F12 Scale=1:8.1 2 r t r 1 r u m 0 �o 1 3 3x4= 1-0-0 1-0-0 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.01 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight:5 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=37/0-3-0,3=10/Mechanical,2=26/Mechanical Max Horz 1=20(LC 12) Max Uplift 1=-5(LC 12),3=-3(LC 12),2=18(LC 12) Max Gravl=37(LC 1),3=13(LC 3),2=26(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=25ft;B=45ft;L=24tt;eave=4ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,3,2. `�� QU N VAC L�I� 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. •E• :�� ••�.�c' Nop SF•• N 68182 T F .O • J*�SS •N AL E �`�` rnrn�� FL Cert. 6634 April 1,2015 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MITek connectors.lhis design Is based only upon parameters shown,and is for an Individual building component. a Applicability of design parameters and proper incorporation of component Is responsibility of txrtlding designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Addiflonat permanent bracing of the overall structure Is the responsibility of the utN e bding designer.for general guidance regarding fabrication,cp-"Ity control,storage,delivery,erection and bracing.consutt ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Rate Institute,781 N.Lee Street.Suite 312.Aiexandria,VA 22314. Tampa,FL 33610 a Job Truss Truss Type City Ply Oakwood Bldg.Grp/Lot 160 Sped JK i 76956917 J150062A 108 Jack-Open 4 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:56:07 2015 Page 1 I D:xvmPJ iptGZ6ucLh8AAmidMzaOPh-UU HMy_gFbEsFeAI uChciD7JuCo4XFFO?RiEZmNzVOis 3-0-0 3-0-0 Scale=1:13.3 2 6.00 12 0 N T N 1 i 3 3x4= 3-" 3-" LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.00 3-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.00 3-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:13 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Fbe ek recommends that Stabilizers and required cross bracing nstalled during truss erection,in accordance with Stabilizer allation guide. REACTIONS. (Ib/size) 1=110/0-3-0,2=80/Mechanical,3=28/Mechanical Max Horz 1=60(LC 12) Max Upliftl=-22(LC 12),2=-57(LC 12) Max Grav1=11O(LC 1),2=80(LC 1),3=44(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=25ft;B=45ft;L=24ft;eave=oft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4 Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,2. 4V I N V jc % .........•• 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �� P,.• E � ; N 68182 •• VA44/ i,11deSS � rnlnlN�� FL Cert. 6634 April 1,2015 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MI17473 rev.0211612015 BEFORE USE. Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for laierd id support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of Ills MiTek erector. Acidiffond permanent bracktg of the overall structure is rhe responsibility of the building designer.fat general guidance regarding fabrication,qu cdtty control,storage,delivery,erection and bracing.consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avaldlle from Truss Plate Institute.781 N.Lee Street Suite 312.Alexandria VA 22314. Tampa,FL 33610 Job TJ.,uss TrussType Qty Ply Oakwood Bldg.Grp/Lot 1s0 Spec/JK76956978 J150062A ��I Jack-Partial Girder 2 1 Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc.Tue Mar 31 14:56:07 2015 Page 1 I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-U UHMy_gFbEsFeAI uChciD7Judo3oFFO?RiEZmNzVOis 2-0-8 4-2-3 2-0-8 2-1-11 Scale=1:13.0 2 4.24 F12 0 i NAILED 7 N O N N 1 N 8 3 NAILED 3x4= 4-2-3 4-1-13 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) 0.01 3-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(TL) -0.01 3-6 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2010[TP12007 (Matrix-M) Weight:17 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 OC purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=108/0-3-8,2=95/Mechanical,3=33/Mechanical Max Horz 1=60(LC 8) Max Upliftl=-31(LC 8),2=-64(LC 8) Max Grav1=108(LC 1),2=95(LC 1),3=55(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=25ft;B=45ft;L=24ft;eave=oft Cat.ll; Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right 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)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,2. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 7)"NAILED"indicates 3-10d(0.148"x3")or 2-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). N 68182 LOAD CASE(S) Standard *:• •: 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 — Uniform Loads(plf) Vert:1-2=-54,3-4=-20 T F Concentrated Loads(lb) Vert:7=50(B)8=18(B) i 0 � AL FL Cert. 6634 April 1,2015 Q WARNING-Vorlly design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE 111I1-7473 rev.02116/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and Is for an Individual bulging component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not taus designer.Bracing shown Is for lateral support of IndNWual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall stricture is the responsibility of the building designer.For general quldance regarding MiTek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job 71.'.Ulss Truss Type aty Ply Oakwood Bldg.Grp/Lot 160 Sped JK T6956919 J150062A Jack-Partial Girder 2 1 Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc.Tue Mar 31 14:56:08 2015 Page 1 I D:xvm PJ iptGZ6ucLh8AAmidMzaOPh-yhrk9KrtLY_6GKt4mO8xlLs3eCPl_ie9fM_61pzVOir 1-11-0 3-11-4 1-11-0 2-0-4 Scale=1:12.6 2 4.24 F12 NAILED 7 i 8 3 NAILED 3x4= 3-11-4 3-10-14 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 3-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.01 3-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight:16 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation quide. REACTIONS. (Ib/size) 1=101/0-3-8,2=88/Mechanical,3=30/Mechanical Max Horz 1=56(LC 21) Max Upliftl=-29(LC 8),2=-59(LC 8) Max Grav 1=101(LC 1),2=88(LC 1),3=51(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=25ft;B=45ft;L=24ft;eave=oft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right 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)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,2. ,�� QUI N V� 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �%** 0 •�G EN. S•C•`� 7)"NAILED"indicates 3-10d(0.148"x3")or 2-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. ; •. � ••• 8)In The LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). N 68182 LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) .Q Vert:1-2=-54,3-4=-20 • Concentrated Loads(lb) 0:• T F :��: Vert:7=50(B)8=18(B) ♦ .•T p.;C1�� FL Cert. 6634 April 1,2015 Q WARNING-Vedfy design parameters and READ NOTES ON TN/S AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MFIek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not taus designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary tracing to insure stability during construction Is the responsibility of the MiTek'erector. Additional permanent bracing of Itne overall structure Is the responsib4llty of the building designer.For general guidance regarding fabrication,quatity control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avaiiable from Truss Rate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 r Job Truss 1 Truss Type Qty Ply Oakwood Bldg.Grp/Lot 160 Spec/JK T6956920 J150062A 1-01 Common Supported Gable 2 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:56:10 2015 Page i I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-u3zVa0s8tgEgVet TupAPrmxP106USbBS7fTDMizV0ip r1-0-Q 12-2-8 24-5-0 a5-5-0 12-2-8 12-2-8 1-0-0 4x4= Scale=1:62.1 8 7 9 10.00 12 6 10 5 11 4 12 3x4\\ 3 13 3x4 1 2 14 15 Z n 0 6x6= 6x6= 27 26 25 24 23 22 21 20 19 18 17 16 3x4= 24-5-0 24-5-0 Plate Offsets(X Y)-- [25:0-1-12,0-1-81 LOADING(psf) j SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) 0.01 15 n/a rVa BCDL 10.0 Code FBC2010fTP12007 (Matrix) Weight:173 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2`Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 1-2,14-15:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 8-21,7-22,9-20 OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 24-5-0. (lb)- Max Horz 1=-296(LC 10) Max Uplift All uplift 100 lb or less at joint(s)1,15,21,27,16 except 22=-101(LC 12),23=-116(LC 12),24=-108(LC 12),26=-113(LC 12),20=-101(LC 12), 19=-116(LC 12),18=-108(LC 12),17=-113(LC 12) Max Grav All reactions 250 Ib or less at joint(s)1,15,21,22,23,24,26,27,20, 19,18,17,16 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 7-8=-246/281,8-9=-246/281 WEBS 8-21=-265/190 ,,�+11111111/fil NOTES- % U'N V �I� Q 1)Unbalanced roof live loads have been considered for this design. %%*- F �j 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=2ft;Cat.II; �� P.•*G,••• . Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Corner(3)0-0-0 to 3-0-0,Exterior(2)3-0-Oto 12-2-8,Corner(3)12-2-8 to 15-2-8 `�� '•.•�,� E N SF • zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown; 00 Lumber DOL=1.60 plate grip DOL=1.60 N 68182 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 ANSVTPI 1. 4)All plates are 1.5x4 MT20 unless otherwise indicated. .Q fr 5)Gable requires continuous bottom chord bearing. •, F (V 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. jO••.•,(� 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �j ,V..•� N fit between the bottom chord and any other members. �ss \Q 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,15,21,27,16 I�� •••AL�\,�%,�� except Qt=lb)22=101,23=116,24=108,26=113,20=101,19=116,18=108,17=113. 1111111j1�,, 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 April 1,2015 0 WARNING-verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M*7473 rev.0 211 5/2 0 1 5 BEFORE USE. Design valid for use orgy with MITek connectors.This design Is based only upon parameters shown,and is for an individual building component. �t Applk;abNlty of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibpilty of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.for general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avoloble from Truss Plate Institute,181 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job FUSS ruSS Type ty y Oakwood Bldg.Grp/Lot 160 Spec/JK 76956921 J150062A L02 ROOF TRUSS 4 1 Job Reference(optional) Manning Building Supplies,Jacksonville,FL - 7.610 s Jan 29 2015 MiTek Industries,Inc. Tue Mar 31 15:50:09 2015 Page 1 I D:xvm PJiptGZ6ucLh8AAmidMzaOPh-Ih5OXhAg3J RN3ixkLXbyl2bgigS3rRrCw5a6ZTzVNwC 6-5-4 12-2-8 17-11-12 24-5-0 6-5-4 5-9-4 5-9-4 6-5-4 5x5= Scale=1:65.4 3 15 16 10.00 F12 1.5x4 11 1.5x4 II 2 4 14 17 1 5 n � Io 7 18 19 6 3x5 8x8_ 8x8= 3x5= = 6-5-4 6-7 0 17-11-12 24-5-0 6-5-4 0- -12 11-4-12 6-5-4 Plate Offsets(X,Y)-- [1:0-5-0,0-0-5],[5:0-5-0,0-0-5],[6:0-4-0,0-4-81,[7:0-4-0 0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.21 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.38 6-7 >761 180 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight:155 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-3 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 100-0 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 3-6,3-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=903/Mechanical,5=903/0-5-8 Max Horz 1=306(LC 11) Max Uplift 1=-325(LC 12),5=325(LC 12) Max Grav 1=916(LC 18),5=916(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-14=-1241/440,2-14=-1145/458,2-15=-1416!7021 3-15=-1388/730,3-16=-1388/730, 4-16=-1416/702,4-17=-1145/458,5-17=-1241/440 BOT CHORD 1-7=-212/1073,7-18=-38/653,18-19=-38/653,6-19=-38/653,5-6=-212/911 WEBS 4-6=-520/399,3-6=-410/859,2-7=-520/399,3-7=-410/859 NOTES- 1)Unbalanced roof live loads have been considered for this design. CE 2)11;Exp,CS Encl.,lGCpl 0.18;MW FRS(directional)onal)and C-C Exterior(2)0-0-0 to 3-0-0,nter orr(l)3-0 0 to 12-2-8,Exterior(2)12-2-8 to %% Q�o ........ 15-2-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for ,�� ,�.••�G E N '•.�� reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 •• F 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. : N 68182 0 4)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 5)Refer to girder(s)for truss to truss connections. — 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b) 'p: :Q Z 1=325,5=325. i T F .• 4 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. :00 - 8) 00 8)ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. .00� '•� ,O Q;••N�,�� ,'��ss •N AL�?�` `% FL Cert. 6634 April 1,2015 Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.02/16/2015 BEFORE USE. Design valld for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of bulIding designer-not truss designer.Bracing shown Is for lateral support of i Kfividual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure B the resporLs"Ifly of the building designer.For general guidance regarding MiTek' i fabrication,qudlty control,storage.delivery,erection and bracing.consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalable from Truss Rate InstBute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa.FL 33610 OTruss I ru6S ype City Ply Oakwood Bldg.Grp/Lot 160 Spec/JK - T6956922 J150062A L03 Common 2 1 Job Reference(optional) Manning Building Supplies,Jacksonville,FL 7.610 s Jan 29 2015 MiTek Industries,Inc.Tue Mar 31 15:50:19 2015 Page 1 I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-?ciAe616i NiyFEifxeml99?W 3im7Bzbg Ee?evtzV Nw2 6-5-4 12-2-8 17-11-12 24-5-0 6-5-4 5-9-4 5-9-4 6-5-4 5x5= Scale=1:67.1 3 15 16 10.00 Fi2 1.5x4 II 1.5x4 11 2 4 14 17 5 1 n n 0 18 7 19 20 4x7 11 4x7 8x8_ 6 21 8x8= 6-5-4 6- -0 17-10-12 17-11-12 24-5-0 6-5-4 0-1-12 11-3-12 0- -0 6-5-4 LOADING(psf) SPACING 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.25 6-7 >867 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -0.43 6-7 >500 180 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code FBC2010 TP12007 (Matrix-M) Weight:145 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-3 oc purlins. BOT CHORD 2x4 SP No.2`Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 6-7:2x6 SP No.2 WEBS 1 Row at midpt 3-6,3-7 WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Left:2x4 SP No.2,Right:2x4 SP No.2 Installation side. REACTIONS. All bearings 6-8-0 except Qt=length)1=Mechanical. (lb)- Max Horz 1=306(LC 11) Max Uplift All uplift 100 Ib or less at joint(s)except 6=-254(LC 12),1=256(LC 12),5=-139(LC 12) Max Grav All reactions 250 Ib or less at joint(s)except 6=1010(LC 18),6=793(LC 1),1=716(LC 17),5=324(LC 1), 5=324(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-14=-882/333,2-14=-796/351,2-15=-1083/604,3-15=-1054/632,3-16=-518/468, 4-16=-547/440,5-17=-303/166 BOT CHORD 1-18=-192/808,7-18=-161/808,7-19=-53/365,19-20=-53/365,6-20=-53/365 WEBS 4-6=-552/414,3-6=-498/109,2-7=-538/410,3-7=-421/912 NOTES-1)Unbalanced ►►�►�►��I 2)Wind:ASCEroof live 7-10;Vultad130mph(3 second guds have been st)Vasdd for =101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. ,%s design. �`�`p,4v N V Fe4, ��i 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0 0,Interior(1)3-0-0 to 12-2-8,Exterior(2)12-2-8 to ♦� ,�•••�G E/v 5:•• F�� 15-2-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for `♦ .' �, F�'•, reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 N 681$2 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide *; •_ will fit between the bottom chord and any other members,with BCDL=10.Opsf. 5)Refer to girder(s)for truss to truss connections. "0 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 254 Ib uplift at joint 6,256 Ib uplift at T 1= joint 1,139 lb uplift at joint 5 and 139 lb uplift at joint 5. i 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. i ,��ss �N AL E?�`�• � int!►►►►►`� FL Cert. 6634 April 1,2015 Q WARNING-ver/ry design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 111II.7473 rev.0 211 6,2 0 1 5 BEFORE USE. Design valid for use only with MiTek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stc"Ity during construction is the responslbillity of the A erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MI;eek• fabricallom cluxylty control,storage,delivery,erection and bracing,consult ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job ruse I ruse Type Clity Ply Oakwood Bldg.Grp/Lot 160 Spec/JK T69569231 J150062A L04 Common 2 1 Job Reference(optional) Manning Building Supplies,Jacksonville,FL 7.610 s Jan 29 2015 MiTek Industries,Inc. Tue Mar 31 15:51:16 2015 Page 1 1 D:xvmPJ iptGZ6ucLh8AAmidMzaOPh-gaejbc_sHutsb?Zcn6lfzAsEkgDD2ga3KOJ9P4zVNv9 6-5-412-2-8 17-11-12 24-5-0 J 6-5-4 5-9-4 5-9-4 6-5-4 5x5= Scale=1:65.4 3 15 16 10.00 12 1.5x4 1, 1.5x4 11 2 4 14 17 5 1 In 0 187 19 20 6 21 4x7 11 8x8_ 8x8= 4x7 2_417-11-12 _ 24-5-0 6-5-4 11-6-8 6-5-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.25 6-7 >856 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -0.42 6-7 >508 180 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.02 1 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:145 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-2 oc purlins. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 6-7:2x6 SP No.2 WEBS 1 Row at midpt 3-7,3-6 WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Left:2x4 SP No.2,Right:2x4 SP No.2 Installation guide. REACTIONS. (Ib/size) 6=1237/0-5-8,1=570/Mechanical Max Horz 1=-306(LC 10) Max Uplift 6=-445(LC 12),1=-205(LC 12) Max Grav 6=1322(LC 19),1=635(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-14=-790/225,2-14=-709/244,2-15=-924/495,3-15=-895/523,3-16=-81/353, 4-17=-342/382,5-17=-353/257 BOT CHORD 1-18=-175/716,7-18=-109/716,7-19=-81/271,19-20=-81/271,6-20=-81/271, 6-21=-256/366,5-21=-256/366 WEBS 4-6=-559/458,3-7=-412/918,3-6=-818/326,2-7=-543/420 NOTES- �111rrrrrrl 1)Unbalanced roof live loads have been considered for this design. N V 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25f;B=45ft;L=24ft;eave=4ft;Cat. �%, Q` ll;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 12-2-8,Exterior(2)12-2-8 to N%,0,•'�C E N aS'•• `��i 15-2-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces 8 MW FRS for �� .' F�'•. reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 N 681 82 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide *; •' * �_ will fit between the bottom chord and any other members,with BCDL=10.Opsf. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 445 Ib uplift at joint 6 and 205 Ib uplift at TF .•44/ joint 1. i0 4t,� 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. % •,� Q� � rrrrrr�N�� FL Cert. 6634 April 1,2015 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.02f1 r2015 BEFORE USE. Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and is tot an Individual building component. Applk:abllity of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown B for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is The resporuibllity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding MiTek' fabrication.cl udiry control,storage,delivery,erection and bracing.consult ANSI/TPI I Quality Criteria,DSB-89 and BCS]Building Component 6904 Parke East Blvd. Safety Information avalable from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 4. Job sruss T"""RUSS ype ty y Oakwood Bldg.Grp/Lot 160 Spec/JK J150062A L05 4 1 T6956924� Job Reference(optional) Manning Building Supplies,Jacksonville,FL 7.610 s Jan 29 2015 MiTek Industries,Inc.Tue Mar 31 15:52:14 2015 Page 1 ID:xvmPJiptGZ6ucLhBAAmidMzaOPh-8k9fmRhEdjBeYv?IAHKGJPG9530oevwbg1 MDRjzVNuF 6-5-4 12-2-8 17-11-12 24-5-0 6-5-4 5-9-4 5-9-4 6-5-4 5x5= Scale=1:65.4 3 15 16 10.00 12 1.5x4 11 1.5x4 11 2 4 14 17 1 5 I� 0 187 19 20 6 21 4x7 11 8x8= 8x8= 4x7 11 6-5-417-11-12 24-5-0 1 6-5-4 11-6-8 6-5-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.25 6-7 >856 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -0.42 6-7 >508 180 BCLL 0.0 Rep Stress Iner YES WB 0.51 Horz(TL) 0.02 1 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:145 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-2 oc purlins. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 6-7:2x6 SP No.2 WEBS 1 Row at midpt 3-6,3-7 WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Left:2x4 SP No.2,Right:2x4 SP No.2 Installation guide. REACTIONS. (Ib/size) 6=1237/0-5-8,1=570/Mechanical Max Horz 1=-306(LC 10) Max Uplift 6=-445(LC 12),1=-205(LC 12) Max Grav 6=1322(LC 20),1=635(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-14=-790/225,2-14=-709/244,2-15=-924/495,3-15=-895/523,3-16=-81/353, 4-17=-342/382,5-17=-353/257 BOT CHORD 1-18=-175/716,7-18=-109f716,7-19=-81/271,19-20=-81/271,6-20=-81/271, 6-21=-256/366,5-21=-256/366 WEBS 3-6=-818/326,4-6=-559/458,3-7=-412/918,2-7=-543/420 NOTES %J1111111r11 1)Unbalanced root live loads have been considered for this design. ``ll, IN V 2)Wind:ASCE 7-10;Vu1t=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft B=45ft;L=24ft;eave=oft;Cat. `�� P`Q . ll;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 12-2-8,Exterior(2)12-2-8 to �� ,�•.•�GENS••• 0 ��X1 15-2-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for '.� reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 N 68182 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 5)Refer to girder(s)for truss to truss connections. -p 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 445 Ib uplift at joint 6 and 205 Ib uplift at T F (V i joint 1. o • 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. o •.� P: �� 8)ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 0�� s•. �.• ��,�� rrrrnl►1/♦ FL Cert. 6634 April 1,2015 Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI14473 rev.02/1612015 BEFORE USE. Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek- erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalloNe from Truss Rate Institute,781 N.Lee Street Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Oakwood Bldg.Grp/Lot 160 Sped JK 76956925 J150062A L06 ROOF TRUSS 2 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:56:16 2015 Page 1 ID:xvmPJ iptGZ6ucLh8AAmidMzaOPh-jDKmr3xvT?_zDZUdE4Hp41 BIXQxBrBdKVbwXaLzVOij 6-5-4 12-2-8 17-11-12 24-5-0 6-5-4 5-9-0 5-9-4 6-5-4 5x5- Scale=1:67.8 3 15 16 10.00 F12 1.5x4 11 1.5x4 11 2 4 14 17 5 1 I� 0 18 7 19 20 6 21 8x8= 4x7 11 4x7 11 8x8= 6-5-4 17-11-12 18r$-8 24-5-0 r 6-51 11-6-8 0- -12 6-2-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.25 6-7 >856 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -0.42 6-7 >508 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.51 Horz(TL) 0.02 1 n/a rVa BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight:145 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-2 oc puffins. BOT CHORD 2x4 SP No.2`Except` BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 6-7:2x6 SP No.2 WEBS 1 Row at midpt 3-6,3-7 WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Left:2x4 SP No.2,Right:2x4 SP No.2 Installation guide. REACTIONS. (Ib/size) 6=1237/0-5-8,1=570/0-5-8 Max Horz 1=306(LC 11) Max Uplift6=-445(LC 12),1=-205(LC 12) Max Grav6=1322(LC 20),1=635(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-14=-790/225,2-14=-709/244,2-15=-924/495,3-15=-895/523,3-16=-81/353, 4-17=-342/382,5-17=-353/257 BOT CHORD 1-18=-175/716,7-18=-109/716,7-19=-81/271,19-20=-81/271,6-20=-81/271, 6-21=-256/366,5-21=-256/366 WEBS 3-6=-818/326,4-6=-559/458,3-7=-412/918,2-7=-543/420 NOTES- 1) OTES 2)Wind!ASCE r7oof-10VVuloads 30mph(3 second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft L=24ft;eave=oft;Cat.11; ��s design. �,,\ QU'N V` P . Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 12-2-8,Exterior(2)12-2-8 to �� ,�• •�G E N 15-2-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactionsop �' F••'• shown;Lumber DOL=1.60 plate grip DOL=1.60N 68182 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * ;• •: 4)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. ' 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 445 Ib uplift at joint 6 and 205 Ib uplift at •; joint 1. T F ( Z 41 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �� ' % 7)ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. �'��S •N AL�\\\. � 111111111\\\ FL Cert. 6634 April 1,2015 WARNING-verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MY-7473 rev.02116/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responslibility,of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek• erector, Additional permanent bracing of the overall structure Is lire responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANS117PI i Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Bbd. Safety Information available from Truss Plate Instttute,781 N.Lee Street,Srrlte 312.Alexandria,VA 22314. Tampa,FL 33610 Ak Job russ Truss Type Qty Ply Oakwood Bldg.Grp/Lot 160 Spec/JK T6956926' J150062A L07 Common 5 1 Job Reference(optional) Manning Building Supplies,Jacksonville,FL 7.610 s Jan 29 2015 MiTek Industries,Inc. Tue Mar 31 15:53:012015 Page 1 ID:xvmPJiptGZ6ucLh8AAmidMzaOPh-GmUQeVFjY96zh85nQfgHjKjBE?309AZW UrECbVzVNtW 6-5-4 12-2-8 17-11-12 24-5-0 6-5-4 5-9-4 5-9-4 6-5-4 5x5= Scale=1:65.4 3 15 16 10.00 F12 1.5x4 I 1.5x4 I 2 4 14 17 1 5 n 18 7 19 20 32 6 21 4x7 11 8x8= 8x8= 4x7 11 6-5-4 17-11-12 24-5-0 6-5-4 11-6-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.25 6-7 >856 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -0.42 6-7 >508 180 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.02 1 n/a rVa BCDL 10.0 Code FBC2010lrP12007 (Matrix-M) Weight:145 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-2 oc puffins. BOT CHORD 2x4 SP No.2`Except` BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 6-7:2x6 SP No.2 WEBS 1 Row at midpt 3-7,3-6 WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Left:2x4 SP No.2,Right:2x4 SP No.2 Installation guide. REACTIONS. (Ib/size) 6=1237/0-5-8,1=570/Mechanical Max Horz 1=-306(LC 10) Max Uplift 6=445(LC 12),1=-205(LC 12) Max Grav 6=1322(LC 19),1=635(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-14=-790/225,2-14=-709/244,2-15=-924/495,3-15=-895/523,3-16=-81/353, 4-17=-342/382,5-17=-353/257 BOT CHORD 1-18=-175!716,7-18=-109/716,7-19=-81/271,19-20=-81/271,6-20=-81/271, 6-21=-256/366,5-21=-256/366 WEBS 4-6=-559/458,3-7=-412/918,3-6=-818/326,2-7=-543/420 NOTES- 1) OTES 1)Unbalanced roof live loads have been considered for this design. N Vt� t;Cat. 2)11;ExpCS Encl.,CE 1G pi=0.18;MW FRS(directional)onal)and C-C Exterior(2)0-0-0 to 3-0-0,Inter orr(l)3-0-0 toe12 2-8,Exterior(2)12-2-8 to `,OP.a G E N• `C�,�� 15-2-8 zone;cantilever left and right exposed;end vertical lett and right exposed;C-C for members and forces&MWFRS for �� .•��,� `SFS'? reactions shown;Lumber DOL=1.60 plate grip DOL=1.60op 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. N 68182 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=IO.Opsf. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 445 Ib uplift at joint 6 and 205 Ib uplift at F joint 1. 0'. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �� is'• � � ,� .N AL E?��• 1111111111�� FL Cert. 6634 April 1,2015 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/1-7473 rev.0211512015 BEFORE USE. Design valid for use only with MiTek connectors.This design Is based only upon parameters shown,and is for an Yn Adual building component. Applicability of design parameters and proper incorporation of component Is resporAbility of brdlding designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stablllty,during construction is the responsibility of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.for general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 33610 .iw Job Truss Truss Type Qty PlyOakwood Bldg.Grp/Lot 160 Spec/JK T6956927 J150062A M01 (Common Supposed Gable 2 1 -. Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:56:18 2015 Page 1 I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-fcS W GIy9?cEhSte?MVJH9SGnvEg5J DGdyvPeeEzVOih 6-10-0 13-8-0 14-8-0 7-0-0 6-10-0 6-10-0 1-0-0 4x4— Scale=1:34.6 5 4 6 10.00 F12 7 3 3x4\\ 8 3x4 2 9 1 Io 6x6= 14 13 12 11 10 6x6= 13-8-0 r 13-8-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) nta Na 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(TL) rVa n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 9 n/a Na BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:77 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 1-2,8-9:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 13-8-0. (lb)- Max Horz 1=-162(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)1 except 13=-104(LC 12),14=-137(LC 12),11=-104(LC 12), 10=-137(LC 12) Max Grav All reactions 250 Ib or less at joint(s)1,9,12,13,14,11,10 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;Vu11=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=2ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Comer(3)0-0-0 to 2-10-0,Exterior(2)2-10-0 to 6-10-0,Comer(3)6-10-0 to 9-10-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 � I I I I I 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. `�� (� .N' . . /I� 4)All plates are 1.5x4 MT20 unless otherwise indicated. % QP, EL� �0 � 5)Gable requires continuous bottom chord bearing. , "GEN`SSC`••? �� 6)Gable studs spaced at 2-0-0 oc. i 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. N 68182 8)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will *:• •: fit between the bottom chord and any other members. _ 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1 except Qt=1b) 13=104,14=137,11=104,10=137. ••• T F :•�/ 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)1,9. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �� •• T Q ,� FL Cert. 6634 April 1,2015 Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M11.7473 rev.02/15/2015 BEFORE USE. Design valid for use only with Mffek connectors.This design is based only upon parameters shown,and is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is tot lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Bbd. Safety Information available from Truss Hate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss 1 Truss Type Qty Ply Oakwood Bldg.Grp/Lot 160 Sped JK T6956928 J150062A W2 Common Girder 2 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:56:19 2015 Page 1 I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-8o?uT5znmwMY40DCvCq W ifpu9e2s2XDmBZ8BBgzVOig 3-5-66-10-0 10-2-10 13-8-0 3-5-6 3-0-10 3-4-10 3-Sf 5x5 11 Scale=1:40.1 3 10.00 12 3x8// 3x8 f 2 4 i LA i 1 5 I� n 0 15 6 16 17 7 18 6 19 4x10 HTU28 3x8 11 HTU26 8x8— HTU26 3x8 I HTU264x10— - HTU28 HTU26 3-5-6 6-10-0 10-2-10 13-8-0 3-5-6 3-0-10 3-0-10 3-5-6 Plate Offsets(X Y)-- (1:0-7-6 0-2-0) (5:0-7-6 0-2-01 (6:0-6-0 0-1-8) (7:0-4-0 0-5-4) (8:0-6-0 0-1-8) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.05 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.12 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC20l O/TPI2007 (Matrix-M) Weight:97 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc purlins. BOT CHORD 2x8 SP No.1 D BOT CHORD Rigid ceiling directly applied or 9-9-13 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation quide. REACTIONS. (Ib/size) 1=2674/0-5-8,5=2437/0-5-8 Max Horz 1=171(LC 7) Max Upliftl=-984(LC 8),5=-897(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-3332/1237,2-3=-2235/889,3-4=-2235/889,4-5=-2978/1109 BOT CHORD 1-15=-881/2520,8-15=-881/2520,8-16=881/2520,16-17=-881/2520,7-17=881/2520, 7-18=-783/2249,6-18=-783/2249,6-19=-783/2249,5-19=-783/2249 WEBS 3-7=-1020/2596,4-7=-776/379,4-6=-286/825,2-7=-1139/511,2-8=-454/1292 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=25ft;B=45ft;L=24ft;eave=oft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 `0 � U'N plate grip DOL=1.60 �% P,Q F( 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� ........ � �01 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 ,� ,�.'�\ S'�•. i� fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=lb)1=984, N 68182 • 5=897. ► * : � * 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. _ 7)Use Simpson Strong-Tie HTU28(26-1 Od Girder,14-10dxl 1/2 Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting -10 ¢= at 2-0-12 from the lett end to 4-0-12 to connect truss(es)to front face of bottom chord. • 8)Use Simpson Strong-Tie HTU26(20-1Od Girder,11-10dxl 1/2 Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.startingO•. T F at 6-0-12 from the left end to 12-0-12 to connect truss(es)to front face of bottom chord. 9)Fill all nail holes where hanger is in contact with lumber. �ie ••• P' % 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). /��SS •• •'G� `� LOAD CASE(S) Standard +7111111110% l)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) FL Cert. 6634 Vert:1-3=-54,3-5=-54,9-12=-20 April 1,2015 0 WARNING-verHy,design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Ml1-7473 rev.0211612015 BEFORE USE. Design vaild for use only with MITek connectors.This design Is based only upon parameters shown,and is for an Individual budding component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibdlity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer.for general gLkkx)ce regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avaliabie from Truss Rate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Oakwood Bldg.Grp/Lot 160 Sped JK T6956928 J150062A I Common Girder 2 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:56:19 2015 Page 2 I D:xvmPJ iptGZ6ucLh8AAmidMzaOPh-Bo?uT5znmwMY40DCvCq W ifpu9e2s2XDmBZBBBgzVOig LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:6=-563(F)15=-883(F)16=-883(F)17=-645(F)18=-563(F)19=-563(F) ►►►Ilitll//! i N Vi G•E�NgF•��'. N 68182 ',�O e• T F :•�U44/00 : 111111►►► FL Cert. 6634 WARNING-Verity design parameters and READ NOTES ON THIS ANO INCLUDED M/TEK REFERANCE PAGE MIP7473 rev.027162015 BEFORE USE. Design valid for use only with Mtlek connectors.This design Is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only. Addlibnd temporary bracing to insure stability during construction Is tine responsibility of the MOWerector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guldcmar ce regding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-a9 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truce Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Pty Oakwood Bldg.Grp/Lot 160 Sped JK 76956929 J150062A N01 Hip Girder 1 t Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Mar 31 14:56:20 2015 Page 1 I D:xvmPJiptGZ6ucLh8AAmidMzaOPh-c_ZHhQ_PXEUPiAoOTwLIEtMOn2Rgn74wQDulj7zVOif 3-0-0 8-0-0 11-0-0 3-0-0 5-0-0 3-0-0 Scale=1:18.8 2 4x7= NAILED NAILED 4x4= 6.00 12 13 14 3 6 N 1 4 11 15 6 16 17 5 18 1.5x4 NAILED NAILED 3x4= NAILED 3x4= NAILED 3x4= 3-0-0 8-0-0 11-0-0 3-0-0 5-0-0 3-0-0 Plate Offsets(X,Y)-- (2:0-5-4,0-2-0) LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.04 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.07 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.03 Horz(TL) 0.02 4 n/a rVa BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:45 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-12 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-11-5 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=511/0-3-0,4=511/0-3-0 Max Horz 1=-36(LC 23) Max Upliftl—223(LC 8),4=-223(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-856/451,2-13=-738/399,13-14=-738/399,3-14=-738/399,3-4=-856/451 BOT CHORD 1-15=-418/731,6-15=-4181731,6-16=-4141738,16-17=-414/738,5-17=-414!738, 5-18=-400/732,4-18=-400/732 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=25ft;B=45ft;L=24ft;eave=4ft;Cat.ll; Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 ' plate grip DOL=1.60 / 3)Provide adequate drainage to prevent water ponding. ,,OPQU I N V t`�*�, 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 �� , '••\G E N S' 01 fit between the bottom chord and any other members. •• �•'�• 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=lb)1=223, N 68182 4=223. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. — 8)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)253 Ib down and 250 Ib up at 3-0-0- 'Q and 253 Ib down and 250 Ib up at 8-0-0 on top chord,and 39 Ib down and 32 Ib up at 3-2-3,and 39 Ib down and 32 Ib up at 7-9-2 on 0 •. T F :• bottom chord. The design/selection of such connection device(s)is the responsibility of others. i0 •, A% 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �j ' , ,10•,•• ,� LOAD A Roof Standard1Live(balanced):lumber Increase=1.25,Plate Increase=1.25 ,',,��IS •NAL �.�` Uniform Loads(ptf) /111111111, Vert:1-2=-54,2-3=-54,3-4=-54,7-10=-20 Concentrated Loads(lb) FL Cert. 6634 Vert:2=-56(F)3=-56(F)6=-12(F)5=-12(F)13=-26(F)14=-26(F)15=-2(F)16=-8(F)17=-8(F)18=-2(F) April 1,2015 ,jj�k WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MIF7473 rev.02/76/2015 BEFORE USE. Design valid for use only with Meek connectors.This design Is based only upon parameters shown,and is for an Individual building component. " Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MOWerector. Additional permanent brackrg of the overall structure Is the responsibility of the buAding designer,For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 lvv cop y C13 r O �H rjr > m D oo D ° Z y X m tp m Cn Q � r n( 80 _ O nSG�OD v � m 00 `'' D pcE.�QZQ D A� � OQgks. Q (� � � (D 00 /Z� oa o O �(QO (n00 �30y7 � 0 (T� 0 � 7 � c� �p � T � � Z aR" In0 Q 7 p c Q c Q 7 � r C3�D 0 3 (DQ OD w Q p 0 a+_ Q-0 0a0 D Coo030mcD y-6 � o a� mO /O� �, am_ � N icy � (D n�_3y �_ Z C Q Q� 0 � (� N O O Q -`_`Q n j 0 3 N "D Q OCD 3 0 (ND X C j in CD O -off aa' �f y8! o y a D �°�O a '° o a6 on> ��0 0� O Q(Qp (D - cn 0 :7T00 8-030 30Q3 fl QO w0 -2 (D � O � *-0(D � 0 �0 0 BO G O O O c (D 6 -0 O � HBO 3 5) -- m ti - (noo0 0 7 (D O 0 Q O �� Z Q 7 7 O Q a O 6�Q a(D Z (DQQa y0 ,03 oaQy 5' mom 3 ° Qom ° D y m-O 0 -i0 Q j Q �n.a Cp a� K (" 7 Q �6�Q O -i oo�'�y 0_�£ 0D0 3m om cc° O (D °gym U27� (n0 07n0 � OWN 0 (D (D y ti (D Q _ 60 -0O� y(Q 0 y 0 j(Dp y y(D 3 a0 Wit='-y c Z maQ � � 5OL ' a--3 -0a� o � o oQ (D o (Q00-� O O ,00 N Q O 0 (D � (Q = C O 0 c 7 6Q 3 0 v' C � O -:3o x 0Q Q 1 � 7 a 0 ? '< 0 -� 3 O t�'ii fn (D (D ��mn n A c= =A O TOP CHORD M Cr�S�` no KO �Oz O' `Q m ca;0 MC- v(I� m y m Z y v y(n . 0 D (D mJ (D D =m (D aC O O y O ~0 V � A v Z co }� O UW H NW NA W� O /V/�� N� mN D �D O 2 \V cnm M D< O O ?� m AZ 0 2CpLl ? O V 0000 T D m 0 W (D m H m -m Q O O SC �pp 'r N ti N co m cn P 7 ti V r` W Z Z p p j mom_ V ® S ® T C •V (D O � W.3-6 W ° (Q z 2 Q 5 m 05 N O � P (D N M w (D cn C4.5 I acn (D TOP CHORD a OO O� O: (n A W N8 :0 OD v P (n A W N j Q D D0 V QA -O(DC H 00 0 0- "0O .p>C 7� omn cC �C -0 p� 0 Qa. "'Z 63£ = O.D Q Z �O-�. 0.<N Q �O O :10y Q-p �Q3 QQ .�Q (py Qy cD,O„ QQ �„O,O Qm QQ�.y �Q 3 C �tQ o-� (Do° - o , o Q _ 6 O(D US f.� �N m� -QO 3 ?(Qa �m o� Q CD ��£ �� Q < (D y.3 �'o cu(D0 mz m m �m oo <.� b�u (D (DmT 3(D (S�Dc°' �o c�Q m3 Q° 0 �° a H a _6, x Q a 3 ° Qx �yQ Q0 CQ 0 IDC D-0-0 (Q>> Cl °o ° o0 5-a. Q o ° °<Q m_m o`D ��33 �3� m mmOo_ �m oma °a 0 - /V�, 4N F,cry �QO Q Oj0 O N-Q QC �� p�0 O,< ��. 7� WN�� Hwy OQ Q-6Q.3 _6Q O O `V 7 mo =r=r < (D �(D m .0Q o_ ate? �� Q _ � (Q a° CF moo o v°_ N � - 00 m0 (D � (Q_77-� 0 -.9 0((DD Q6 3(U $N� 40 �° �y Q�_Q (D D�-� ,Q 0 :1--u Ap (D 0 9 C C O (D O N y £ N N D� � � Q.QQn -a a Q N N« Q Q"�O (D O Q(D (-n `V 'Q NH NOO- (D Q Q. 00 30 Q6� -0 Q, (1 a7,0 � 30 W� y0< � Yj 0 ^ � Q� �m mm3 � 0 m(D (off um � �Qg (D7 3o �Z_n 0c7 c$°°� Q(Q O L! m ,� 3 a. �(D m Q (D ° m m�� fc� Dyo < Qy Q$ mmg� �Q Q fy (D 33 m m c6 o mm m'0. o0o Qm o� NCH Q oU �� QQQa °y _ Q 5 O S m ��p <'� Q D� (O <mu Q ° 9� QQ Q y �� m my QQ ZQ v£ N ° a OQ< C ° (OQ '< n -d -O _ O cQ 7 tiQ -OQ Q Q� QH , / O -p Y 0,-0 O Q QS 0(a 5 �O � (D Q 4 O 5 _- �� (D �� 00 0 Cr:) C--'g 'G Q 00 (3Q (D a Q mQ ° ¢ u° o cD0 a,m ym ov m Q O£ O Q N Q (Q 3 = WW wQ. O ( O 3 - HQ � N� N 0 Qa Q Z£ qa Q 3cy 3 p c $uildGr: Job Information Oakwood Building Grp Job#: J150062A 151 River Marsh Dr Ponte Vedra Beach, FL 32082 File#: (904) 571-0252 (8 Salesman:George Hathcock Designer: John Knight Manning Building Supplies PAGE 1 Job: ; Jacksonville, FL 32256 jaxtruss@mbs-corp.com ABCC Lot 160 Spec Phone: (904) 268-8225 * Fax: (904) 260-2981 Report and Delivery Date Anglo Carribean Spec DATE 03/31/15 160 Atlantic Beach Country Del. Date: Atlantic Beach, FL F Cover Sheet Truss Level: PROFILE CITY PITCH BASE O/A LUMBER OVERHANG CANTILEVER STUB O/A HEIGHT PLY TOP BOT ID SPAN SPAN TOP BOT LEFT RIGHT LEFT RIGHT LEFT RIGHT 1 6.00 0.00 A01 23-11-00 23-11-00 2 X 4 2 X 4 01-00-O8 01-00-08 07-00-04 ® 11 6.00 0.00 A02 23-11-00 23-11-00 2 X 6 2 X 6 07-06-06 1 6.00 0.00 B01 19-11-00 19-11-00 2 X 6 2 X 8 06-06-06 3 6.00 0.00 B02 19-11-00 19-11-00 2 X 6 2 X 8 06-06-06 ® 1 6.00 0.00 C01 24-04-00 24-04-00 2 X 6 2 X 4 02-00-06 ® 1 6.00 0.00 CO2 23-11-00 23-11-00 2 X 4 2 X 4 03-00-06 ® 1 10.00 0.00 D01 15-05-00 15-05-00 2 X 4 2 X 4 06-04-14 ® 1 10.00 0.00 D02 15-05-00 15-05-00 2 X 4 2 X 4 08-00-14 ® 1 10.00 0.00 D03 15-05-00 15-05-00 2 X 4 2 X 4 09-00-15 ® 1 10.00 0.00 D04 15-05-00 15-05-00 2 X 4 2 X 4 08-10-13 1 El .00 6.00 E01 33-11-08 33-11-08 2 X 4 2 X 4 09-08-13 1 .00 6.00 E02 33-08-00 33-08-00 2 X 4 2X4_ 09-06-00 6 10.00 6.00 E03 33-08-00 33-08-00 2 X 4 2 X 4 09-06-00 1 10.00 6.00 E04 33-08-00 33-08-00 2 X 4 2 X 4 09-06-00 v v 1 10.00 6.00 G01 18-10-12 18-10-12 2 X 4 2 X 4 08-06-00 1 10.00 6.00 G02 18-04-00 18-04-00 2 X 4 2 X 4 10-06-00 1 10.00 6.00 G03 18-04-00 18-04-00 2 X 4 2 X 4 10-06-00 1 10.00 6.00 G04 18-04-00 18-04-00 2 X 4 2 X 4 10-06-00 1 10.00 0.00 H01 16-02-00 16-02-00 2 X 4 2 X 4 01-00-00 01-00-00 06-09-01 1 10.00 0.00 H02 16-02-00 16-02-00 2 X 4,2 X 4 07-04-04 2 10.00 0.00 H03 16-02-00 16-02-00 2 X 4 2 X 4 07-04-04 1 10.00 0.00 101 16-02-00 16-02-00 2 X 4 2 X 4 08-00-07 1 10.00 0.00 102 16-02-00 16-02-00 2 X 4 2 X 4 09-08-07 3 10.00 0.00 103 16-02-00 16-02-00 2 X 4 2 X 4 09-06-00 Builder: Job Information Oakwood Building Grp Irsh Job#: J150062A 151 River Marsh Dr Ponte Vedra Beach, FL 32082 File#: (904) 571-0252 (8 Salesman:George Hathcock Designer: John Knight Manning Building Supplies PAGE 2 Job: Jacksonville, FL 32256 jaxtruss@mbs-corp.com ABCC Lot 160 Spec Phone: (904) 268-8225 * Fax: (904) 260-2981 Report and Delivery Date Anglo Carribean Spec DATE 03/31/15 160 Atlantic Beach Country Del. Date: Atlantic Beach, FL Cover Sheet Truss Level: PROFILE QTYPITCH BASE I O/A LUMBER OVERHANG CANTILEVER STUB O/A HEIGHT PLY TOP I BOT ID SPAN SPAN TOP I BOT LEFT I RIGHT LEFT RIGHT LEFT RIGHT Q® 10 10.00 0.00 104 16-00-00 16-00-00 2 X 4 2 X 4 09-06-00 L 4 10.00 0.00 J01 00-11-08 00-11-08 2 X 6 2 X 4 03-05-07 2 6.00 0.00 J01A 00-11-08 00-11-08 2 X 6 2 X 4 01-06-06 C 3 10.00 0.00 J02 02-11-08 02-11-08 2 X 6 2 X 4 05-01-07 L 1 10.00 0.00 J02A 02-11-08 02-11-08 2 X 6 2 X 4 05-01-07 C 4 10.00 0.00 J03 04-06-00 04-06-00 2 X 6 2 X 4 06-04-14 12 6.00 0.00 J04 01-11-08 01-11-08 2 X 6 2 X 4 02-00-06 C 2 7.07 0.00 J05 06-03-10 06-03-10 2 X 6 2 X 4 00-00-06 06-04-07 C 2 7.07 0.00 J05A 06-00-10 06-00-10 2 X 6 2 X 4 00-00-06 06-02-10 1 4.24 0.00 J06 02-08-08 02-08-08 2 X 6 2X4, 00-00-06 02-00-02 1 4.24 0.00 J06A 02-05-08 02-05-08 2 X 6 2 X 4 00-00-06 01-11-01 99/ 4 6.00 0.00 J07 01-00-00 01-00-00 2 X 6 2 X 4 01-00-06 4 6.00 0.00 J08 03-00-00 03-00-00 2 X 6 2 X 4 02-00-06 2 4.24 0.00 J09 04-02-03 04-02-03 2 X 6 2 X 4 00-00-06 02-00-02 2 4.24 0.00 J09A 03-11-04 03-11-04 2 X 6 2 X 4 00-00-06 01-11-02 1 6.00 0.00 K01 04-10-08 04-10-08 2 X 4 2 X 4 01-00-00 02-05-08 3 6.00 0.00 K02 04-10-08 04-10-08 2 X 4 2 X 4 02-10-14 2 10.00 0.00 L01 24-05-00 24-05-00 2 X 4 2 X 4 01-00-00 01-00-00 10-02-05 4 10.00 0.00 L02 24-05-00 24-05-00 2 X 4 2 X 6 10-09-08 2 10.00 0.00 L03 24-05-00 24-05-00 2 X 4 2 X 4 10-09-08 2 10.00 0.00 L04 24-05-00 24-05-00 2 X 4 2 X 4 06-02-08 10-09-08 4 10.00 0.00 L05 24-05-00 24-05-00 2 X 4 2 X 4 06-02-08 10-09-08 2 10.00 0.00 L06 24-05-00 24-05-00 2 X 4 2 X 4 06-02-08 10-09-08 LY�u 5 10.00 0.00 L07 24-05-00 24-05-00 2 X 4 2 X 4 06-02-08 10-09-08 Builder: Job Information Oakwood Building Grp Job#: J150062A 151 River Marsh Dr "S I Ponte Vedra Beach, FL 32082 File#: (904) 571-0252 (8 Salesman:George Hathcock Designer: John Knight Manning Building Supplies PAGE 3 Job: Jacksonville, FL 32256 jaxtruss@mbs-corp.com ABCC Lot 160 spec Phone: (904) 268-8225 * Fax: (904) 260-2981 Report and Delivery Date Anglo Carribean Spec DATE 03/31/15 160 Atlantic Beach Country Del. Date: Atlantic Beach, FL Cover Sheet Truss Level: PROFILE QTY PITCH BASE O/A LUMBER OVERHANG CANTILEVER STUB O/A HEIGHT PLY TOP I BOT ID SPAN SPAN TOP BOT LEFT RIGHT LEFT RIGHT LEFT RIGHT 2 10.00 0.00 M01 13-08-00 13-08-00 2 X 4 2 X 4 01-00-00 01-00-00 05-08-09 j 2 10.00 0.00 M02 13-08-00 13-08-00 2 X 4 2 X 8 06-03-12 1 6.00 0.00 N01 11-00-00 11-00-00 2 X 4 2 X 4 02-00-06 ® 10 10.00 0.00 P01 05-01-15 05-01-15 2 X 4 2 X 4 04-03-14 1 10.00 0.00 P02 25-06-01 25-06-01 2 X 4 2 X 4 01-09-05 ® 1 10.00 0.00 P03 25-06-01 25-06-01 2 X 4 2 X 4 03-05-05 ® 1 10.00 0.00 PO4 25-06-01 25-06-01 2 X 4 2 X 4 05-01-05 ® 1 10.00 0.00 P05 25-06-01 25-06-01 2 X 4 2 X 4 06-09-05 ® 1 10.00 0.00 P06 25-06-01 25-06-01 2 X 4 2 X 4 08-05-05 ® 1 10.00 0.00 P07 25-06-01 25-06-01 2 X 4 2X41 07-11-04 ® 1 10.00 0.00 P08 25-06-01 25-06-01 2 X 4 2 X 4 06-03-04 ® 1 10.00 0.00 P09 25-06-01 25-06-01 2 X 4 2 X 4 04-07-04 1 10.00 0.00 P10 05-04-00 05-04-00 2 X 4 2 X 4 01-08-15 ® 1 10.00 0.00 P11 05-04-00 05-04-00 2 X 4 2 X 4 03-04-15 ® 1 10.00 0.00 P12 05-04-00 05-04-00 2 X 412 X 4 04-05-09 FLOOR JQTYJ DEPTH BASE O/A END TYP INT BEARING CANTILEVER STUB PROFILE PLY ID SPAN SPAN LEFT I RIGHT I SIZEl LOCATIONI LEFT I RIGHT I LEFT I RIGHT ® 3 01F0100 22-07-12 22-07-12 ® 01-08-00 C 3 5 F02 15-11-08 15-11-08 ® 01-08-00 3 3 F02A 15-11-08 15-11-08 01-08-00 3 F03 15-11-08 15-11-08 01-08-00 1 F04 15-11-08 15-11-08 :® 01-08-00 1 FOS 13-07-00 13-07-00 ® 01-08-00 E: 3 5 F06 13-00-04 13-00-04 Builder: Job Information —1 "IS1 Oakwood Building Grp Job#: J150062A 151 River Marsh Dr Ponte Vedra Beach, FL 32082 File#: (904) 571-0252 Salesman:George Hathcock Designer: John Knight Manning Building Supplies PAGE 4 Job: Jacksonville, FL 32256 jaxtruss@mbs-corp.com ABCC Lot 160 Spec Phone: (904) 268-8225 * Fax: (904) 260-2981 Report and Delivery Date Anglo Carribean Spec DATE 03/31/15 160 Atlantic Beach Country Del. Date: Atlantic Beach, FL Cover Sheet Truss Level: FLOOR QTY DEPTH BASE O/A END TYP INT BEARING CANTILEVER STUB PROFILE PLY ID SPAN SPAN LEFT RIGHT SIZE LOCATION LEFT RIGHT LEFT RIGHT 01-05-00 1 F07 13-00-04 13-00-04 01-08-00 6 F08 07-04-08 07-04-08 EC 3 01-04-00 01-08-00 1 F09 06-05-00 06-05-00 01-04-00 01-08-00 EC 3 2 F10 05-00-08 05-00-08 01-08-00 1 F11 05-02-08 05-02-08 01-08-00 6 F12 05-06-08 05-06-08 01-OS-00 3 F13 05-06-08 05-06-08 01-05-00 FE 1 F14 04-07-00 04-07-00 01-OS-00 1 F15 05-07-00 05-07-00 01-08-00 3 ® 4 PI FG01 38-03-12 38-03-12 ® 1 02-00-00 4 PI FG02 40-11-00 40-11-00 ITEMS QTY PLY ITEM TYPE SIZE LENGTH NOTES FT-IN-16 1 SS-LMATL BM1 -onCENTERO LVL 2.0E 1 314 26-00-00 1 HANGER HGU5.5-S 01-00-00 1 HANGER HGUS28-4 00-00-00 15 Hanger HTU26 4 Hanger HTU28 9 Hanger THA426 MANNING BUILDING SUPPLIES John KNight 3/31/2015 3:05 PM [ �s€! 11155 Philips Parkway Dr.E.NOT SET Jacksonville Florida 32256 904-268-8225 .:� Doma SizerTM©2014 BlueLinx Corporation Version:15.0.0.14 Project: J150062 Mark#: BM1-Floor Beam Usage: BEAM Repetitive Incr: Yes Max Deflection: LL=U480 TL=U360 51/4" 5 U2" 1000psi 630psi 23'9" Il'63/41 LOADS Project Design Loads:Floor:Live=40.0 psf,Dead=15.0 psf Live+Dead Ld(T) Live Ld(L) Location* # Shape Ca)Start PEnd @Start PEnd LDF Span# Starts Ends Additional Info Area(psf) 55.0 40.0 100% 0 0' 25'3 3/4" 12"o.c.Base Uniform Load(Spcg Sen) 1 Partial(plf) 708.0 514.9 100% 0 0' 5' F01 2 Concentrated(Ibs) 4581.0 3331.6 100% 0 6' FG01 3 Partial(plf) 351.0 255.3 100% 0 T 1" 17'1" F06 4 Concentrated(Ibs) 1111.0 808.0 100% 0 18'1" F07 5 Uniform(plf) 136.0 0.0 90% 0 0' 253 3/4" 9'WALL 6 Concentrated(Ibs) 2674.0 1445.4 125% 0 24' M02 FROM UPPER ROOF 7 Concentrated(Ibs) 100.0 54.1 125% 0 25'3 3/4" M01 FROM UPPER ROOF Uniform(plf) 27.72 0 0' 253 3/4" Self Weight 'Dimensions measured from left end when span#is 0,otherwise,from left end of the specified span. LOAD PATTERNS (*=span loaded) 1 2 1 2 3 SUPPORTS(lbs) 1 2 Max Reaction 11153 9921 Max 100% 6715 3566 Max 125% 0 1518 Min Reaction 4418 4836 Min 100% -2 65 Min 125% -19 0 DL Reaction 4437 4836 Min Bearing 2.83" 3.00" [Based on bearing stress below] Brq Stress(psi) 750' 630 [*Based on member brg stress] DESIGN Actual Span Location Group Allow LDF Ratio V(Ibs) 9479 1 0'2 5/8" 21 19950 100% 0.48 M(ft-Ibs) 54099 1 8'11 1/2" 22 84900 100% 0.64 LtRn(lbs) 11153 0 0' 22 20672 0.54 IntRn(lbs) 8650 0 23'9" 71 18191 0.48 See Note 6 LLDefI(") 0.45 1 11'10 7/16" 22 0.59 U629 TLDefI(") 0.79 1 11'10 7/16" 22 0.79 U363 LLDefI(") -0.09 2 V6 3/4" 22 0.20 2U-421 TLDefI(") -0.16 2 V6 314" 22 0.20 2U-241 HANGERS(Simpson) Allow Header(See Note 13) Fasteners L HGU5 50-SDS H=20 14145 onCENTER LVL 2.0E 13/4"x 20" 3 Plies Face:(36)SDS 1/4x2-1/2;Member:(24)SDS 1/42-1/2 USE: onCENTER LVL 2.0E 13/4" x 20" 3 Plies Grade,Depth selected by user onCENTER® LVL by BlueLinx NOTES 1.Designed in accordance with National Design Specifications for Wood Construction and applicable approvals or research reports. 2.Provide full depth lateral support at all bearing locations.Allowable positive moment is calculated based on top edge with continuous lateral support. 3.Allowable negative moment is calculated based on bottom edge laterally unsupported between bearing locations. 4.Analysis valid for dry-use only(less than 16%moisture content). 5.Loads have been input by the user and have not been verified by BlueLinx Engineered Lumber Technical Services. 6.This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore,when reaction values are required,use Max Reaction from'Supports'section above. 7.Bearing length(Min Bearing)based on allowable stress of support material(Bearing Stress);support material capacity shall be verified(by others). MANNING BUILDING SUPPLIES John KNight 3/31/2015 3:05 PM 11155 Philips Parkway Dr.E.NOT SET Jacksonville Florida 32256 904-268-8225 Doma SizerTM©2014 BlueLinx Corporation Version: 15.0.0.14 Project: J150062 Mark#: BM1 -Floor Beam 8.When required by the building code,a registered design professional or building official should verify the input loads and product application. 9.This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 10.Design assumes a 4%increase in bending stress for repetitive member use. 11.For beams with loads applied equally to the top of all plies,nail plies together with 4 rows of 3 112"x 0.131"nails 0 12"o.c.(one row 2"from top,one row 2"from bottom,two rows equally spaced in between).Specified attachment is from each side. 12.For beams with loads not applied equally to all plies,refer to Fastener Recommendations for Side-Loaded,Multiple-Piece Members in the BlueLinx Engineered Lumber Residential Floor&Roof Systems Product Guide. 13.Header type and size(must be designed separately)entered by user and shown for the purpose of hanger selection. 14.Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 15.Allowable upward deflection for cantilever is the greater of 0.20"or the cantilever span(inches)multiplied by 2 and divided by the factor shown in Max Deflection(located above beam drawing). 16.Load Combinations:10=D,20=D+100%,30=D+115%,40=D+125%,50=D+160%,60=D+0.75(100%+115%),70=D+0.75(100%+125%),80=D+ 0.75(100%+115%+160%),90=D+0.75(100%+125%+160%),100=0.6D+160%,110=D+Commercial(100%),120=D+0.75(100%+160%) 17.Group=Load Combination Number+Load Pattern number.(For simple span,Load pattern=1 for LL,0 for DL). CITY OF ATLANTIC BEACH ssl s 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 (904) 247-5800 ��JF31�f' PERMIT NOTES 575 Timber Bridge Lane BP# 15-sfr-1082 5/24/2015 HOLD Framing Inspection: Please provide (2) Items before Framing Inspection. 1) Spray Foam Insulation. Please specify the spray foam insulation to be used and submit the Evaluation Services Report (ESR) for that product . ESRs have optional applications . Please indicate all options on the ESR, including ignition and thermal barriers . Interior living and attic storage spaces require a thermal barrier over all foam plastic materials, including spray foam, ICF, and SIPS panels . Please provide all details with Revision Application. 2) Energy Sheets . - Please submit completed Florida Code Compliance Checklist and Air Barrier and Insulation Component Criteria Checklists, checked off as acknowledgment of Code requirements, per FBC-EC 103 . 2 . 3 . 2 . - A floor plan with duct layout was submitted in lieu of a Manual D, but is not complete and noted "Not for Construction" Please submit a Manual D or a clear, legible equivalent, including floor plan; duct layout, size, and total effective length; available static pressure; friction loss for the type of duct material (s) used; the greater CFM of either heating or cooling load from each room; and the Standard used for the calculations, per FBC-EC 403 . 2 . 5 . THE BUILDING PERMIT MUST BE POSTED FOR ENTIRE PROJECT . ALL PRODUCT APPROVAL DOCUMENTS AND INSTALLATION INSTRUCTIONS MUST BE ON SITE FOR ALL INSPECTIONS . Atlantic Beach Country Club Architectural Review Board Submittal Form i Lot No. 160 Street Address: S'15' ^n 7 /I / _. .i n _ r�� /INLut)S /�' e�(i Owner's Name: r�-rr R��vfi � � o�� Address: ALI+ Telephone: Home t Work tJ 1� Cell: Email Address:A%Uv S@ i N xM,--i 01)L-�Kmlfs.ioA i I Architect/Designer: Phone Address: (1'� Sal. 2211 Contractor/Builder's Name: O?IV-wyv0 �«��"�� C JI Address:- 12►� / N' J� 3 Mev Phone ?�_D Zs Z' I State License Number: Conditioned Square Footage: 1"Floor Z ZA 3 2nd Floor 7 g 3rd Floor N IP Total ?J4 1 Covered Porch Square Footage: Front 3 Z Side _Other �Jg� Garage Square Footage &7-- Conditioned Space over Garage Al Elevations/Grades: Lot Coverage: Finished Floor Elevation mj^1-, 0/0 Lot Square Footage 15-,4- 3 Building Height 3 Z — 1 '7/8 f Lot Coverage u Sidewalk Required Yes No Lot Coverage Percentage -�� ATLANTIC BEACH PARTNERS, LLC 414 Old Hard Road, Suite 502 Fleming Island, Florida 32003 Office 904-264-6553 Facsimile 904 269-272 May 5, 2015 Mr,Marcus Meide VIA email: marcusC(Dtlieoakwoodcompanies.com Oakwood Building Group 151 River Marsh Drive Ponte Vedra Beach,Florida 32082 Re: Architectural Submittal for Lot 160,Atlantic Beach Country Club Dear Marcus, We are in receipt of your architectural submittal for the above referenced home site in Atlantic Beach Country Club. The Architectural Review Board reviewed your architectural plans for compliance and hereby authorizes Oakwood Building Group to commence construction with the following condition: Condition 1. Submit revised landscape plan for review within thirty days of this letter. Compliance with all approved plans is the responsibility of the OWNER of legal record,and any change to the approved plans without prior Architectural Review Board approval subjects these changes to disapproval,and enforced compliance. Architectural approval is a limited approval and does not supersede requirements which may be mandated by other governing authorities. Please be advised that throughout the duration of the project, the developer has the right to amend certain guidelines from time to time if it becomes necessary. The architectural pattern book and guidelines are available at www.atlanticbeachcountryclub.coiu. i If you have any questions or need additional information,please do not hesitate to call me at 904-264.6553. II Sincerely, i Susie Wood Atlantic Beach Partners, LLC Enclosures i i FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: OAK3061 Builder Name: The Oakwood Building Group Street: LoT I Permit Office: City of Atlantic Beach City, State,Zip: Atlantic Beach , FL , 3'(Z�1I Permit Number: Owner: &. COLLCK Jurisdiction: 261100 Design Location: FL, Jacksonville 1. New construction or existing New(From Plans) 9. Wall Types(3195.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame-Wood, Exterior R=19.0 3015.00 ftZ b. Frame-Wood,Adjacent R=19.0 180.00 ftZ 3. Number of units, if multiple family 1 c. N/A R= ftZ 4. Number of Bedrooms 4 d. N/A R= ftz 5. Is this a worst case? 10.Ceiling Types (2818.0 sqft.) Insulation Area No a. Roof Deck(Unvented) R=20.0 2293.00 ft' 6. Conditioned floor area above grade(ftZ) 3061 b. Knee Wall(Unvented) R=0.1 525.00 ftZ Conditioned floor area below grade(ftZ) 0 c. N/A R= ftZ 11. Ducts R ftZ 7. Windows(494.3 sqft.) Description Area a. Sup:Attic, Ret:Attic,AH:Attic 6 306.1 a. U-Factor: Dbl, U=0.31 308.58 ftZ b. Sup: Attic, Ret:Attic,AH:Attic 6 306.1 SHGC: SHGC=0.27 b. U-Factor: Dbl, U=0.36 128.00 ftZ 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.27 a.Central Unit 48.0 SEER:14.00 b.Central Unit 18.0 SEER:14.00 c. U-Factor: Dbl, U=0.27 57.75 ftZ SHGC: SHGC=0.29 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ftZ a. Electric Heat Pump 48.0 HSPF:8.20 SHGC: b. Electric Heat Pump 18.0 HSPF:8.20 Area Weighted Average Overhang Depth: 5.939 ft. Area Weighted Average SHGC: 0.272 14. Hot water systems 8. Floor Types (3061.0 sqft.) Insulation Area a. Propane Tankless Cap: 1 gallons EF:0.590 a.Slab-On-Grade Edge Insulation R=0.0 2293.00 ft' b. Conservation features b. Floor Over Other Space R=0.0 768.00 ftZ None c. N/A R= ftZ 15.Credits Pstat Glass/Floor Area: 0.161 Total Proposed Modified Loads: 37.82 PASS Total Standard Reference Loads. 62.22 1 hereby certify that the plans and specifications covered by Review of the plans andO�-NHE srAT6 this calculation are in compliance with the Florida Energy specifications covered by this ti Code. Dig@allysigned byDouglas R. calculation indicates compliance Douglas R. Stickles ` DN:cn=Douglas R.Stickles,c=US, with the Florida Ener Code. Energy ��jgp,. ::• ,� PREPARED BY: CC+ _ o=A/cMasters HVAC,Inc. Before construction is completed a -- O DATE: __ _ Date:2015.03.3013:52:56-04'00' this building will be inspected for e a compliance with Section 553.908 , ' 6 I hereby certify that thisbuilding, designed, is in compliance Florida Statutes. ✓,� �� with the Florida Energy Co COD WIE OWNER/AGENT: BUILDING OFFICIAL: DATE: _ DATE: - Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist 2/25/2015 9:44 AM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 1 of 6 CEILING # Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic(Unvented) 1st Floor 0.1000000014901 1525 ft2 0.11 Wood 2 Knee Wall(Unvented) 1 st Floor 0.1 120 ft2 0.11 Wood 3 Under Attic(Unvented) 2nd Floor 0.1000000014901 768 ft2 0.11 Wood 4 Knee Wall(Unvented) 2nd Floor 0.1 405 ft2 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below ToWall Type _-_ -Spacee-R--Value Ft In- Ft- In Area R-Value Fraction Absor. Grade% 1 N Exterior Frame-Wood 1st Floor 19 16 3 10 162.5 ft2 0.23 0.75 0 2 E Exterior Frame-Wood 1st Floor 19 15 9 10 157.5 ft2 0.23 0.75 0 3 N Exterior Frame-Wood 1st Floor 19 25 10 250.0 ft2 0.23 0.75 0 4 E Exterior Frame-Wood 1st Floor 19 19 3 14 269.5 ft2 0.23 0.75 0 5 N Exterior Frame-Wood 1st Floor 19 3 10 30.0 ft2 0.23 0.75 0 6 E Exterior Frame-Wood 1st Floor 19 24 6 10 245.0 ft2 0.23 0.75 0 7 S Exterior Frame-Wood 1 st Floor 19 3 10 30.0 ft2 0.23 0.75 0 8 E Exterior Frame-Wood 1st Floor 19 6 9 10 67.5 ft2 0.23 0.75 0 9 S Garage Frame-Wood 1st Floor 19 20 9 180.0 ft2 0.23 0.01 0 10 W Exterior Frame-Wood 1st Floor 19 7 3 10 72.5 ft2 0.23 0.75 0 11 S Exterior Frame-Wood 1st Floor 19 5 10 50.0 ft2 0.23 0.75 0 12 E Exterior Frame-Wood 1 st Floor 19 1 6 10 15.0 ft2 0.23 0.75 0 13 S Exterior Frame-Wood 1st Floor 19 16 10 160.0 ft2 0.23 0.75 0 14 W Exterior Frame-Wood 1st Floor 19 61 10 610.0 ft2 0.23 0.75 0 15 N Exterior Frame-Wood 2nd Floor 19 6 3 9 56.3 ft2 0.23 0.75 0 16 E Exterior Frame-Wood 2nd Floor 19 25 9 9 231.8 ft2 0.23 0.75 0 17 S Exterior Frame-Wood 2nd Floor 19 13 9 9 123.8 ft2 0.23 0.75 0 18 W Exterior Frame-Wood 2nd Floor 19 1 6 9 13.5 ft2 0.23 0.75 0 19 S Exterior Frame-Wood 2nd Floor 19 11 3 9 101.3 ft2 0.23 0.75 0 _20 E Exterior Frame-Wood 2nd Floor 19 1 6 9 13.5 ft2 0.23 0.75 0 _21 S Exterior Frame-Wood 2nd Floor 19 13 9 9 123.8 ft2 0.23 0.75 0 22 W Exterior Frame-Wood 2nd Floor 19 25 9 9 231.8 ft2 0.23 0.75 0 DOORS # Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 S Insulated 1 st Floor None .46 3 6 8 28 ft2 2 S Insulated 1 st Floor None .46 2 8 8 21.3 W 2/25/2015 9A4 AM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 6 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Propane Tankless Exterior 0.59 1 gal 70 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model# Collector Model# Area Volume FEF None None ft2 DUCTS --Supply---- ----Return---- Air CFM 25 CFM25 HVAC# # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 306.1 ft Attic 76.525 Default Leakage Attic (Default) (Default) 1 1 2 Attic 6 306.1 ft Attic 76.525 Default Leakage Attic (Default) (Default) 2 2 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cool in Jan Feb Mar A r Ma Jun X Jul X Au X Se Oct Nov Dec Heating �X Jan X Feb f X�Mar f Apr May �Xj Jun 4 Jul f Auf Sep f Oct ki Nov f X Dec Ventin j Jan [ Feb [X Mar [X A r [ Ma Jun [ Jul [ Aug [ Se [ Oct Nov [ Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating(WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 2/25/2015 9:44 AM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 5 of 6 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 61 The lower the EnergyPerformance Index, the more efficient the home. , Atlantic Beach, FL, 1. New construction or existing New(From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Frame-Wood, Exterior R=19.0 3015.00 ft' b. Frame-Wood,Adjacent R=19.0 180.00 ft 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types Insulation Area 5. Is this a worst case? No a. Roof Deck(Unvented) R=20.0 2293.00 ft2 6. Conditioned floor area(ft2) 3061 b. Knee Wall(Unvented) R=0.1 525.00 ft2 c. N/A R= ft2 7. Windows" Description Area 2 a. U-Factor: Dbl, U=0.31 308.58 ft2 11. Ducts R ft a. Sup:Attic, Ret:Attic,AH:Attic 6 306.1 SHGC: SHGC=0.27 b. Sup: Attic, Ret:Attic,AH:Attic 6 306.1 b. U-Factor: Dbl, U=0.36 128.00 ft2 SHGC: SHGC=0.27 12. Cooling systems kBtu/hr Efficiency c. U-Factor: Dbl, U=0.27 57.75 ft2 a. Central Unit 48.0 SEER:14.00 SHGC: SHGC=0.29 b.Central Unit 18.0 SEER:14.00 d. U-Factor: N/A ft2 13. Heating systems kBtu/hr Efficiency SHGC: a. Electric Heat Pump 48.0 HSPF:8.20 Area Weighted Average Overhang Depth: 5.939 ft. b. Electric Heat Pump 18.0 HSPF:8.20 Area Weighted Average SHGC: 0.272 8. Floor Types Insulation Area 14. Hot water systems Cap: 1 gallons a. Slab-On-Grade Edge Insulation R=0.0 2293.00 ft2 a. Propane EF:0.59 b. Floor Over Other Space R=0.0 768.00 ft2 c. N/A R= ft2 b. Conservation features None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building o4,TKT1 E STg Construction through the above energy saving features which will be installed (or exceeded) _ _ o in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code c Dant fe It u S. Builder Signature: Date: / k Address of New Home: -"t M A,41,4W4i24,f /,/� City/FL Zip: #TL4r j7JC_ Z' �•c °°WE *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Project Summa Job: OAK3061 +}+ wrightsoft Date: 02/24/15 Entire House By: DRS A/C Masters HVAC, Inc. 445 Tresca Road, Suite#204,Jacksonville, FL 32256 Phone. 904-722-8995 Fax 904-722-8944 Project Information For: The Oakwood Building Group 151 River Marsh Drive, Ponte Vedra Beach, FL 32082 Phone: 904-571-0252 Notes: Lot 160 of 2, Atlantic Beach Country Club Design Information Weather: Jacksonville, Int'I Airport, FL, US Winter Design Conditions Summer Design Conditions Outside db 32 °F Outside db 93 'F Inside db 70 'F Inside db 75 'F Design TD 38 °F Design TD 18 °F Daily range M Relative humidity 50 % Moisture difference 50 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 47618 Btuh Structure 33993 Btuh Ducts 12172 Btuh Ducts 15009 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 59790 Btuh Use manufacturer's data n Rate/swing multiplier 0.98 Infiltration Equipment sensible load 48022 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 3734 Btuh Ducts 3298 Btuh Heating Cooling Central vent (0 cfm) 0 Btuh Area (ft') 3061 3061 Equipment latent load 7031 Btuh Volume (ft3) 29842 29842 Air changes/hour 0.28 0.15 Equipment total load 55053 Btuh Equiv. AVF (cfm) 139 75 Req. total capacity at 0.70 SHR 5.7 ton Heating Equipment Summary Cooling Equipment Summary Make n/a Make n/a Trade n/a Trade n/a Model n/a Cond n/a AHRI ref n/a Coil n/a AHRI ref n/a Efficiency n/a Efficiency n/a Heating Input Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 °F Total cooling 0 Btuh Actual air flow 0 cfm Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat n/a Load sensible heat ratio 0 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. 2015-Feb-24 13:44:39 ^� + wrightsoft Right-Suite®Universal 2015 15.0.12 RSU13256 Page 1 /SCA F:\Oakwood Bldg Group\MISC\ABCC160.rup Calc=MJ8 Front Door faces: S + wrightsoft Project ' 7 Summary Job: OAK3061 Date: 02/24/15 2nd System By: DRS A/C Masters HVAC, Inc. 445 Tresca Road, Suite#204, Jacksonville, FL 32256 Phone: 904-722-8995 Fax 904-722-8944 Project • • For: The Oakwood Building Group 151 River Marsh Drive, Ponte Vedra Beach, FL 32082 Phone: 904-571-0252 Notes: Lot 160 of 2, Atlantic Beach Country Club Design Information Weather: Jacksonville, Int'I Airport, FL, US Winter Design Conditions Summer Design Conditions Outside db 32 °F Outside db 93 °F Inside db 70 °F Inside db 75 °F Design TD 38 °F Design TD 18 °F Daily range M Relative humidity 50 % Moisture difference 50 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 15364 Btuh Structure 10026 Btuh Ducts 2529 Btuh Ducts 3084 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 17893 Btuh Use manufacturer's data n Rate/swing multiplier 0.98 Infiltration Equipment sensible load 12848 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 1154 Btuh Ducts 654 Btuh Heating Cooling Central vent (0 cfm) 0 Btuh Area (ft') 768 768 Equipment latent load 1808 Btuh Volume (ft') 6912 6912 Air changes/hour 0.36 0.19 Equipment total load 14655 Btuh Equiv.AVF (cfm) 41 22 Req. total capacity at 0.74 SHR 1.4 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade CARRIER AIR CONDITIONING Trade CARRIER AIR CONDITIONING Model CH14NB018****A Cond CH14NB018****A AHRI ref 7845777 Coil FB4CNF018L AHRI ref 7845777 Efficiency 8.2 HSPF Efficiency 11.5 EER, 14 SEER Heating Input Sensible cooling 13172 Btuh Heating output 17600 Btuh @ 47°F Latent cooling 4628 Btuh Temperature rise 27 °F Total cooling 17800 Btuh Actual air flow 593 cfm Actual air flow 593 cfm Air flow factor 0.033 cfm/Btuh Air flow factor 0.045 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat Load sensible heat ratio 0.88 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2015-Feb-24 13:44:39 wrightsoft Right-Suite®Universal 2015 15.0.12 RSU13256 Page 3 ACO", F:\Oakvood Bldg Group\MISC\ABCC160.rup Calc=MJ8 Front Door faces: S +�+ wrightsoft Right-J®Worksheet Job: OAK3061 Entire House Date: 02/24/15 By: DRS A/C Masters HVAC, Inc. 445 Tresca Road, Suite#204,Jacksonville, FL 32256 Phone: 904-722-8995 Fax: 904-722-8944 1 Room name 2nd System 2 Exposed wall 144.6 ft 3 Room height 9.0 ft 4i Room dimensions 5 Room area 768.0 ft' Ty Construction LI-value Or HTM Area (ft2) Load Area Load number (Btuh/ft'-F) (Btuh/ft2) or perimeter (ft) (Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 12E-Osw 0.068 n 2.58 1.46 56 56 145 82 3A-2ov 0.350 n 13.30 12.73 0 0 0 0 3A-2ov 0.350 n 0.00 0.00 0 0 0 0 W 12E-0sw 0.068 e 2.58 1.46 245 228 589 333 11 W. 3A-2ov 0.350 e 13.30 46.03 0 0 0 0 L---G 3A-2ov 0.350 e 13.30 46.03 17 0 226 783 W 12E-Osw 0.068 s 2.58 1.46 349 282 729 412 L� 3A-2ov 0.350 s 13.30 23.02 0 0 0 0 3A-2ov 0.350 s 13.30 25.15 67 0 891 1685 11 JO 0.600 s 22.80 18.36 0 0 0 0 IWI ^ 12E-Osw 0.068 w 2.58 1.46 245 221 571 323 I--c3 3A-2ov 0.350 w 13.30 46.03 0 0 0 0 C 3A-2ov 0.350 w 13.30 46.03 24 0 319 1105 R 12C-Osw 0.091 3.46 1.43 0 0 0 0 I D 11 DO 0.390 w 14.82 11.93 0 0 0 0 P 16A-19td 0.049 - 1.86 3.63 405 405 754 1471 C 16D-7td 0.112 w 4.26 3.82 768 768 3269 2933 F 19A-19bscp 0.049 - 0.00 0.00 0 0 0 0 F 22A-tph 1.358 w 51.60 0.00 0 119 6141 0 6 c)AED excursion 0 Envelope loss/gain 13634 9127 12 a) Infiltration 1731 439 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 2 460 Appliances/other 0 Subtotal(lines 6 to 13) 15364 10026 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 15364 10026 15 Duct loads 16% 31% 2529 3084 Total room load 17893 13110 Airrequired (cfm) 593 593 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2015-Feb-24 13:44:39 + wrightsoft Right-Suite®Universal 2015 15.0.12 RSU13256 Page 2 'C� F:\Oakwood Bldg Group\MISC\ABCC160.rup Calc=MJ8 Front Door faces: S +� wrightsoft Right-J® Worksheet Job: OAK3061 2nd System Date: 02/24/15 By: DRS A/C Masters HVAC, Inc. 445 Tresca Road, Suite#204, Jacksonville, FL 32256 Phone: 904-722-8995 Fax: 904-722-8944 1 Room name 2nd System 2nd Floor 2 Exposed wall 144.6 ft 144.6 ft 3 Room height 9.0 ft 9.0 ft heat/cool 4 Room dimensions 768.0 x 1.0 ft 5 Room area 768.0 ft2 768.0 ft2 Ty Construction U-value Or HTM Area (ft') Load Area (ft2) Load number (Btuh/ftp°F) (Btuh/ft2) or perimeter (ft) (Bt h) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 12E-Osw 0.068 n 2.58 1.46 56 56 145 82 56 56 145 82 3A-2ov 0.350 n 0.00 0.00 0 0 0 0 0 0 0 0 3A-2ov 0.350 n 0.00 0.00 0 0 0 0 0 0 0 0 IW 12E-Osw 0.068 a 2.58 1.46 245 228 589 333 245 228 589 333 11 3A-2ov 0.350 e 0.00 0.00 0 0 0 0 0 0 0 0 L 3A-2ov 0.350 e 13.30 46.03 17 0 226 783 17 0 226 783 W 12E-Osw 0.068 s 2.58 1.46 349 282 729 412 349 282 729 412 3A-2ov 0.350 s 0.00 0.00 0 0 0 0 0 0 0 0 3A-2ov 0.350 s 13.30 25.15 67 0 891 1685 67 0 891 1685 (-D 11 JO 0.600 s 0.00 0.00 0 0 0 0 0 0 0 0 W 12E-Osw 0.068 w 2.58 1.46 245 221 571 323 245 221 571 323 Fn3A-2ov 0.350 w 0.00 0.00 0 0 0 0 0 0 0 0 3A-2ov 0.350 w 13.30 46.03 24 0 319 1105 24 0 319 1105 12C-Osw 0.091 - 0.00 0.00 0 0 0 0 0 0 0 0 D 11D0 0.390 w 0.00 0.00 0 0 0 0 0 0 0 0 P 16A-19td 0.049 - 1.86 3.63 405 405 754 1471 405 405 754 1471 C 16D-7td 0.112 w 4.26 3.82 768 768 3269 2933 768 768 3269 2933 F 19A-19bscp 0.049 - 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tph 1.358 w 51.60 0.00 0 119 6141 0 0 119 6141 0 6 c)AED excursion 0 0 Envelope loss/gain 13634 9127 13634 9127 12 a) Infiltration 1731 439 1731 439 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 2 460 2 460 Appliances/other 0 0 Subtotal(lines 6 to 13) 15364 10026 15364 10026 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 15364 10026 15364 10026 15 Duct loads 16% 31% 2529 3084 16% 31% 2529 3084 Total room load 17893 13110 17893 13110 Air required (cfm) 593 593 593 593 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. Wri htsOft 2015-Feb-2413:44:39 9 Right-Suite®Universal 2015 15.0.12 RSU13256 Page 4 ACCA F.\Oakwood Bldg Group\MISC\ABCC16o.rup Calc=MJ8 Front Door faces: S Buildin Analysis Job: OAK3061 + wrightsoft g y Date: 02/24/15 1st System By: DRS A/C Masters HVAC, Inc. 445 Tresca Road, Suite#204, Jacksonville, FL 32256 Phone. 904-722-8995 Fax: 904-722-8944 Project Information For: The Oakwood Building Group 151 River Marsh Drive, Ponte Vedra Beach, FL 32082 Phone: 904-571-0252 Design Conditions Location: Indoor: Heating Cooling Jacksonville, Int'IAirport, FL, US Indoor temperature (°F) 70 75 Elevation: 30 ft Design TD (°F) 38 18 Latitude: 31 °N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/Ib) 11.5 50.0 Dry bulb (°F) 32 93 Infiltration: Daily range (°F) - 18 ( M ) Method Simplified Wet bulb (°F) - 77 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Component Btuh/ft2 Btuh % of load Walls 2.6 5156 12.3 Glazing 13.3 5160 12.3 Doors 19.4 950 2.3 �, Ceilings 4.3 6490 15.5 Floors 4.5 10414 24.9 Infiltration 1.9 4084 9.7 Ducts 9643 23.0 Piping 0 0 Humidification 0 0 Ventilation 0 0 Adjustments 0 Total 41897 100.0 Component Btu h/ft2 Btuh % of load Valls Internal�an Walls 1.6 3142 8.8 Glazing 28.6 11079 30.9 Doors 15.6 765 2.1 Ceilings 3.8 5824 16.2 Floors 0 0 0 0�s Infiltration 0.5 1036 2.9 9 Ducts 11925 33.2 Ventilation 0 0 Internal gains 2120 5.9 Blower 0 0 Adjustments 0 pons Johl-u., Total 35892 100.0 ;e ngs Latent Cooling Load = 5224 Btuh Overall U-value = 0.119 Btuh/ft2-°F Data entries checked. W rl htSOft 2015-Feb-24 13:44:41 9 Right-Suite®Universal 2015 15.0.12 RSU13256 Page 2 ACCP. F:\0akwood Bldg Group\MISC\ABCC160.rup Calc=MJ8 Front Door faces: S fT `,_, City of Atlantic Beach EW NUMBER Building Department ilding Department.) 800 Seminole Road 1 Atlantic Beach, Florida 32233-5445 /O pPhone(904) 247-5826 - Fax(904)247-5845 f QE-mail: building-dept@coab.us /� City web-site http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: �J Z?-2` fC % nt review required Yes No Buildin Applicant: A 40md / n ning &Zoni Project: _A4ree Administrator lic Work c Utilities Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt of Permit Verified By Date Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco - Other: _APPLICATION STATUS ReviewingtDepartm��enttFirst Review: ❑Approved. ]Denied. (Circlmments: BUILDING PLANNING &ZONING �/ Reviewed by: Date: z, TREE ADMIN. Second Review: ❑Approved as revised. XDenied. PUBLIC WORKS Comments: SG644r / al PUBLIC UTILITIES !"�7 G+� PUBLIC SAFETY _ Reviewed by- v Date: FIRE SERVICES Third Review: fiApproved as revised. @Denied. Comments: Reviewed Revised 07/27/10 ZONING REVIEW COMMENTS City of Atlantic Beach .; Building and Zoning Department 800 Seminole Road Atlantic Beach,Florida 32233-5445 Phone: (904)270-1605 Fax: (904)247-5845 Email: dreeves@coab.us S � �zIIS Permit: 15-SFR-1082 Applicant: The Oakwood Building Group Review: 1 st Address: 151 River Marsh Dr, Ponte Vedra, FL 32082 Site Address: 575 Timber Bridge Phone: (904) 571-0252 RE#: 169505-2060 Email: N/A Correction Comments 1. Height: Please show overall height of the structure measured from grade to the highest architectural feature. 2. A/C Location: Mechanical equipment can be no closer than 3 feet from a property line. Please show the distance from A/C equipment to property line. Relocate if necessary. 3. Landscape Plan: Please provide a landscape plan. Derek W. Reeves Zoning Technician dreeves@coab.us BUILDING PERMIT APPLICATION CITY OF ATLANTIC BEACH 800 Seminole Road, Atlantic Beach, FL 32233 1� Office (904) 247-5826 Fax (904) 247-5845 Job Address: 'i' IM &"Oki c `312 13, Permit Number: Legal Description (o?- 132 OS -,2S- Z96 46t:C UNIT 9, wr 140 Parcel# /69,,05 - ZO(o0 Floor Area of Sq.Ft. Sq.Ft Valuation of Work$ 5001000 Proposed Work heated/cooled 310 non-heated/cooled 993 Class of Work(circle one): Teva Addition Alteration Repair Move Demolition pool/spa window/door Use of existing/proposed structure(s) (circle one): Commercial Residential If an existing structure,is a fire sprinkler system installed? (Circle one): es o ®/ Florida Product Approval # 60L PrrTKVykD '(-oar For multiple products use product approval form — Describe in detail the type of work to be performed: Co,j Stn_jc-ri o.-I of sr�+4 tG FRM t%_y ►+0.w z Property Owner Information: 7 Name: fRTrt4 LtA �. CoLL�2 Address: 1190 C1/tCw fL.p City /AAft%S o r,► State((AZip o b S o Phone 3 5 2• Zd? 2 3?3 E-Mail or Fax#(Optional) Contractor Information: Company Name:14E OWWosrj 'j ILO 1-111 Coy-+e Qualifying Agent: t44A4 VS mf no i_ Address: IS l /2►vrc M R AJL-S A l�sly� City f?o,-,-rE. VF012+ !S,,I State�Zip zL08Z Office Phone Job Site/Contact Number q 04. S'7/- 0 Z S z. Fax# State Certification/Registration# C&C /2 rZ 0-71 Architect Name& Phone# Ksuta 6Ad:v Engineer's Name& Phone# &L,,t+,J A4-AA- -y Fee Simple Title Holder Name and Address ,�,+rRtC VVI- 14_ C01.C4/t- _ SES Bonding Company Name and Address N Mortgage Lender Name and Address rj Le —q is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. This permit becomes null and void if work is not commenced within six(6)months, or if construction or work is suspended or abandoned for a period ofsix 16)months at any time after work is commenced. I understand that separate permits must be secured for Electrical Work, Plumbing,Signs, Wells, Pools, urnaces, Boilers, Heaters, Tanks and Air Conditioners,etc. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. I hereby certify that/have read and examined this a plication and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authoritv to violate or cancel the provisions of any other federal,state, or local w regulating construction or the performance of construction. Signature of Owner 1 g -��- , Signature of Contractor �"---•� '�- Print Name d l.�.S.'..��i/.�,..r-.......................................... Print Name ��/✓L[ S 1141-7 ..................................................................................................................................... Sworn to and subscribed before meSworn to and subscribed before me this 2-t--Day of Ag/z,,.-- 20 1 :5-- this Day of 0/Lt 20 1 T ,o Notary Public hryPublic,StateofFlorida Notary :NOta7rYPublic,Staleotfbrida Commission#EE 878648MY comm.expires Feb.26,2017 ion d Edd 1.26.10 xpires .26,2017 oM?VM ) � Atlantic Beach Country Club Architectural Review Board Submittal Form Lot No. Q Street Address: Owner's Name: Rei Rt co- a (o LIA _0 "r' v S M6f o Address: i 2oy�c2 /1�1/�R Sl+ '1-ivy PV g 32,00-- Telephone: Home- 0 Work N L Cell: � `�- _1 f• Z6 7/ Email Address:/v1,4Uv S@ t1f ►cutirio!�co «s_io� Architect/Designer: ),-'ff V1 rj 6-y64-1 Address: Phone ContractorBuilder's Name: Q/,�COOOID &ALObW", Address: J; �W /)Z-IJL 3 Mev Phone State License Number: Conditioned Square Footage: 1St Floor Z7i9 3 2nd Floor 7 3rd Floor ry 1(4 Total -306 l Covered Porch Square Footage: Front 3 Z Side N /� _ Other 5q T! Garage Square Footage Conditioned Space over Garage Al Elevations/Grades: Lot Coverage: Finished Floor Elevation hni,,/= 11.40 Lot Square Footage Building Height 3 Z - f/ g Lot Coverage 3 2Z$ Sidewalk Required -Yes. No Lot Coverage Percentage -�� ATLANTIC BEACH PARTNERS, LLC 414 Old Hard Road, Suite 502 Fleming Island, Florida 32003 Office 904-264-6553 Facsimile 904 269-272 May 5,2015 Mr.Marcus Meide VIA email: marcus(@tlieoakwoodcompanies com Oakwood Building Group 151 River Marsh Drive Porte Vedra Beach,Florida 32082 Re: Architectural Submittal for Lot 160,Atlantic Beach Country Club Dear Marcus, We are in receipt of your architectural submittal for the above referenced home site in Atlantic Beach Country Club. The Architectural Review Board reviewed your architectural plans for compliance and hereby authorizes Oakwood Building Group to commence construction with the following condition: Condition 1. Submit revised landscape plan for review within thirty days of this letter. Compliance with all approved plans is the responsibility of the OWNER of legal record,and any change to the approved plans without prior Architectural Review Board approval subjects these changes to disapproval,and enforced compliance. Architectural approval is a limited approval and does not supersede requirements which may be mandated by other governing authorities. Please be advised that throughout the duration of the project, the developer has the right to amend certain guidelines from time to time if it becomes necessary. The architectural pattern book and guidelines are available at www.atlanticbeachcounhyclub com. If you have any questions or need additional information,please do not hesitate to call me at 904-264.6553. Sincerely, Susie Wood Atlantic Beach Partners,LLC Enclosures ZONING REVIEW COMMENTS s) City of Atlantic Beach Building and Zoning Department 800 Seminole Road Atlantic Beach, Florida 32233-5445 tj jilt Phone: (904) 270-1605 Fax: (904) 247-5845 Email: dreeves@coab.us Permit: 15-SFR-1082 Applicant: The Oakwood Building Group Review: 2nd Address: 151 River Marsh Dr, Ponte Vedra, FL 32082 Site Address: 575 Timber Bridge Phone: (904) 571-0252 RE#: 169505-2060 Email: N/Ac�.K�� , C� p�G YC s(�' Czry-N Correction Comments 3 1. Height: The revisions received did not show a new height measurement. The measurement should include the height of the spindles on top of the house. Please show overall height of the structure measured from grade to the highest architectural feature. Derek W. Reeves Zoning Technician dreeves@coab.us uogejlslu!wpN uoge6g!yy pue aouejnsul lejapad youeje luawa6eueW 6uueaul6u3 18140'3'd'zan6upoa sin-1 '909b-b0£ZZ VA'eupuexaly 'Iaaj1S pe)pld 41noS ry8 'asno146uueal0 OWOq 'A0ua6V luawa6eueyy A0ua6l8w3 Iejapa3 841 of possa.ippe janol Aq Jo (dVW VW33-LL9) LZ9Z-9££ (LL9) le aa.q 1101 Jalua0 a0uelslssy dey+l b'W33 a141 Ioeluoa aseeld 'luawnoop sl41 Inoqe suogsanb Aue 9ne4 noA dl •uogeuiLwalap 9!41 6ulpje6al ua!leuu6;u! !eu0pippe aplAold sluawnoop pasolous e41 'elgel!eAe /puesaid elep poog eyl uo paseq e! uo!leulLwalep 9141 pasoloua s! Aldde ueo auo Moo pue d8d 841 Inoqe uo!lewjolul VH3S a41 ap!slno pa)eool s6upl!nq jol algel!ene s! (d21d) Ao 10d >s[H Pn8lald y ueOl ayl uo �su lepueug sp loaloid of luawailnbai eouejrsui poog a141 anuguoo of uopdo ayl seq japual 841 'JDAWOH Aollod aql to luawasiopua lsanbai of paAlonui duedwoo jo Iua6e aiuejnsui a41 !oeluoo aseald weal AOyod joud auo pue jeaA Aollod lua-uno a41 jol auoz a141 loaLoo of pasiopua aq ueo V. 'auoz 10aii0oul ue 6ulsn uauuM uaaq se4 A0!lod a41 11 -Aldde lou saop luawannbai ajueinsui poop luolepuew ielapa3 a41 'ajolaja41 :deww, dIAN aAg0a,4a 841 uo paleOol VH3S a41 ap!slno uMo4s ApoaLoo s! AUadoid palgns a41 '(poop aseq) jeaA uaAl6 due w papaaoxa jo palenba 6u!aq to aoue40 luawad-L a 6wne4 pool; a41 Aq palepunui ease ue 'VHAS 0141 ul paleool lou mels! (sa!)A>Jadoid a141 le4l poupialap ane4 am 'dew (dHN) weJ6ad a0uelnsul pool] Ievo!IeN aA110au9 841 pue pag!wgns uolleuliolul a41 6u!sn 'anoge paquosap Apadoid a41 ,0l luawpuawy dey,! Io ialla-I a iol manbei a 6upeoei uogewuualap s,Aoua6y luawo6eue!v A7Ua6J2w3 lejapa3 841 saP!Aoid Iuawnoop SKL ,kVMa3ONn AoniS ('Molaq pals!!suol)eJap!sum Ieuo!1!PPe 841 Jol L luawgOepy uo u0110as aleudoidde 84101 Ja}aJ aseald SNOI-LV8901SNOO lVNOI-LI40V '(poog aseq)jeaA uaAlb Aue ul papaaoxa JO palenna 6ulaq to aoueyo luaojad-L a 6u!Ae4 poo!} eqj Aq palepunui aq pinom le41 eeie ue s! yHdS 841 (dHAS) eeJV pOezeH poold leloadS Z I!un (Papegsun) gn10 Alunoo X Auadoid euel a6pug jagwll 40ea8 09UelIy — -09L (88(IAVN) (88 OAVN (88(IAVN) NOIIVA313 NOIIVA313 3NOZ VHdS 3H1 NO!103S NO! VA313 30`d219 40013 Goold 30 3oISlno 1338iS NOISIA1(l8nS /)40018 101 101 1N30yf0y 3ON`dH0 SIIVHM 1S3MOl 1S3MOl 1ynNNV%uL 3WOo1n0 NOIIVNIW83130 E8 0Y mniva Oad H12IV3 319009:9NOl v iVl 30 33bnos 8018- '94E'OE:AiU3d02id 3o 30nilJNOl v 30ni!1V-1 31VWIXOUddV )133210 NVVYNAHS:3ounos ON100013 ELOZ/E/9-£LOZ/E/9:31V'0 l3NVd d`tfW a31O33dV H801700LEOZL-H90D03L£OZL :u39WnN LL00ZL :'ON AlINnwwoo epuold 'AlunoJ lenno 'linoo po<)to�jaIO a41;o ammo 841 u!41oq 'LEL 46na141 Z£L se6ed 'L9 X1008 u! '17L£tV9ZVW ON alld �Ja10 se papJooaJ leld 944 uo uMO4s se 'Z 1!un gn10 AJlunoZ)4oea8 011ue]IV A11Nnwwoo 991 U6noJ41 09L pue '9L 'SL slol PUe'V9 PUe '£9 'Z9 Sa6ed 'L9 W08 u! 'ZLE89 LI,WZ 'ON 01!9 MJ913 se papJoaaJ geld 94l uo UMO4s V(IINOld'uNnoo SP 'L l!,jn gnlo Ailunoo 4oeeo olluellb'99 L PUe 'V9 L 'L '9 SIO; lyAn0`3-IIIANOU3Vf 3O A1Io N011dlHZ)S3O AlHgdO'dd 1V031 NOIIVW2IOdNl l3Ndd dVW UNd AlINnwwoO NMOHS Sd ino 1NgwnooO NOIldNIWNI319(l 1N3WGN3Wd ddW -AO H31131 ZLt,OZ'J'(1'uoi;3unlse,t 4� hua�3v lutu aa`?UtTUA huai?jotug 1-0aapaL4 Sd4-bWOI VgZMVO-SL :'ON ase0 SLOZ`v0 A0W :0300 V10 C arced LOT CAZI3960 AREA OF LOT=15,473 S.F. F007FRINT OF HOV5E-5286 5.F. =y PEF?LEKTA&E OF 0OVERA5E wtl,rual -n 21.25% T� V'LOT ERPIDIA� IMW TAFV SMLE z ---------— z "-Q ST coma PORT-0-LET DUMF15TER LH I 11 > ill Id ------------------- --------------------- tAA IL u� K :4 Lu Lu tQ OL au-————————— ]:T R UCT U RE PLACEMENT PER APPROVED SITE PLAN < Is NOT VERIFIED BY ANY -A 9.W.-HE)AR0 GGUNTY 1N prinooi 51TE PLAN LOT Ibo UNIT TWO stuns ATLANTIC BEACH COUNTRY CLUB PLAT BOOK 61,PAGE 154 Sao, 30,,-0. jACK5ONVILLE,DUVAL COUNTY, FLORIDA �qNk � 9 �ON SCALE: 1/4' = 1'-0" NclotNS�V5 R- o .b Po .V I I �1 Y n o o > b b o -+ .-. p �O 00 �l 01 Cn � W [J •-- � °1 cJl � W 1�.� '—' � A (7 'C fD .� A A vo zO Y yr CA CA y o wo c . o c o o o '. o '0' �.: � is r- = cu CDOG d CD 'o u vo CD o s va o O m cr 0 0 o �� aroa tra f d ft m io cz O 0 N _ O o n „10 A' ° pia lT d cr E� K n o 'ILIA d ^7 0- 0 CD 00 cam, Pci w ¢ O � o o z' Z .� w CL a �- w �' z c ¢ O b CDC -rr .1, °c. o �• � � O r CDQ o ° �• � r O o �• o' � � a f y oCD o `�° cru N CD s Y CD o � o CO ml O o� v� W � � � � � '•' Y it oCD r r w O ° C) rs 4t M o d CE), u c � cav o c d n n 57) Pl, :P'. w tj "D oo v 171 to -P;, w N r- z > t j 4 G) 4 Q � n � Coo cn O o o LnCL CD CD 0.4 In cn cn ul O (D V) d OCD �! m � � O � cn (D L Z CD L � `m Z _ _ Z s S 0 T � d y .. O O �D O ,.fir vl � •J � 1 � 0 CD CD CD CD n CD CD CD CD CD C CD .� 0 � F � o � A r a et b o G. � d A "d• E O A� O O A A r 0 A CD o 0 oCD 0 x n ~ z CD vAn AL4 W CD CD CD eb •� , � r$� b � � �x � � C7d o CD oal '0 CD 1 E ft � ,A � CD CA cr Q G CrJ CD :3 CCDUQr "�� • �. O Qar fD• N R 'C . .. �+ 0 CD C) 7 l CD O CD zr W � z07) CD z � CD b ° y CD � C 'zs � � o O o' a � ^. A c� N rid prior to installation. Otherwise, said claim will be denied. LOADING CRITERIA Roof Floor Top Chord Live Load 20 40 p.s.f. Top Chord Dead Load 7 10 p.s.f. 8-08-08 23-09-08 Bottom Chord Live Load 0 0 p.s.f. Bottom Chord Dead Load 10 5 p.s.f Total Load 37 55 p.s.f Duration Factor 11.25 1.00 Building Code FBC 2010 RES Wind Standard ASCE 7-10 II n Wind Speed 130 m.p.h. II 1-14-04 Wind Usage RES. CAT 11 Building Exposure C 2-00-00 I ; Building Type Closed 2-00-00 NOTE o It is the responsibility of the building designer or architect to -08(6) v provide an appropriate connection for trusses to supporting structure per reactions shown on truss engineering.Special Ni considerations for mechanical equipment and/or plumbing(and 2-0 00 O their connections)in truss space must be diagrammed by the m m i builder an approved truss layout prior to fabricator. II 2-0 00 Manning Building Supplies is a truss manufacturer whose responsibilities are limited to those described in WTCA 1-1995 (sections 6.0 and 7.0).Accordingly,it disclaims any 1-1 F09Q O o o O o O p responsibilities for the the construction design,drawings, Y o o O q documents including the installation and bracing of trusses q manufactured by_Mannin Buildin Su lies. 5-01-00i 4 4 4 YQ Warning: N N lV N N N N N N N N - N N - N t► 1 10(2) Conventional framing,erection and/or permanent bracing is not the responsibility of the truss designer,plate manufacturer,or truss manufacturer.Persons erecting trusses are cautioned to N "ruts seek professional advice regarding erection bracing which is LL LLL always required to prevent toppling and dominoing during Cp erection;and permanent bracing which may be required in O Hru]e• A O A02(11) specific applications.See"Bracing wood trusses commentary d and recommendations(BCSI 1-03)for further information. O Q v N nr�rr Y ►` 25-06-00 Trusses shall be installed in a straight and plumb position. Where no sheathing is applied directly to the top and/or bottom chords,they shall be braced as specified on the engineered K01 Hatch Legend design. Trusses shall be handled with reasonable care during erection to prevent damage or personal injury. 3-08-00 jj 12'- 1 1/8" PLATE HEIGHT Approved truss anchor by builder. 2x6 minimum top and bottom chords. • 09'- 1 1/8" PLATE HEIGHT Plumb cut overhangs. 12 Z sato 10'- 1 1/8" PLATE HEIGHT Q 77M6" LL O a° I— o 51/2" 12 Z O 12" BRt3. O ? ADJUST SPACING FOR `'1� un 55 noted — 0 J m otherwise. TRUSSES F02A AND F01 j N • m FOR PLUMBING Typical Truss Ends - L j -~- - Engineer of Record.- LL U_ LL L12" OVERHANGS ADDED BY OTHERS No Engineer of Record on file I a-oo-oo 'f EGyy Manning Building Supplies, INC. 11155 Philips Parkway Dr.E. 't (8nS Jacksonville,FL 32256 N l N>FNKI IF�r G) Phone:(904)268-8225 h/S '( Fax:(904)260-2981 �O PRaECT t JA= ,0 JAXTRUSS MBS-CORP.COM ustome 10, (Q► Oakwood Building Grp WINGS b Name: ABCC Lot 160 Spec LoUBAISubdiv 160/ /Atlantic Beach Country Club Scale: DMa rewn y. Job Number 4-CENTER BLI-JOIST 15432.... BLUELINX ON-CENTER RIMBOARD 15432 N.T.S. 1/2015 JK J150062A nd prior to installation. Otherwise, said claim will be denied. LOADING CRITERIA 0 Roof Floor o Top Chord Live Load 20 40 p.s.f v o Top Chord Dead Load 7 10 p.s.f. Bottom Chord Live Load 0 0 p.s.f. 0 0 Bottom Chord Dead Load 10 5 p.s.f Total Load 37 55J p.s.f. Duration Factor 1.25 1.00 Building Code FBC 2010 RES HTUza,' Wind Standard ASCE 7-10 HTU26,i Wind Speed 130 m.p.h. Wind Usage RES. CAT II HTU26'' oo Building Exposure C - c Building Type Closed HTU26) A - NOTE It is the responsibility of the building designer or architect to HTU26!.! provide an appropriate connection for trusses to supporting structure per reactions shown on truss engineering.Special considerations for mechanical equipment and/or plumbing(and their connections)in truss space must be diagrammed by the HTU26= builder an approved truss layout prior to fabricator. Manning Building Supplies is a truss manufacturer whose responsibilities are limited to those described in WFCA 1-1995 (sections 6.0 and 7.0).Accordingly,it disclaims any responsibilities for the the construction design,drawings, documents including the installation and bracing of trusses manufactured by Manning Building Sulies. Warning: Conventional framing,erection and/or permanent bracing is not the responsibility of the truss designer,plate manufacturer,or co truss manufacturer.Persons erecting trusses are cautioned to 9 seek professional advice regarding erection bracing which is always required to prevent toppling and dominoing during 9 erection,and permanent bracing which may be required in specific applications.See"Bracing wood trusses commentary `— and recommendations(BCSI 1-03)for further information. Trusses shall be installed in a straight and plumb position. Where no sheathing is applied directly to the top and/or bottom chords,they shall be braced as specified on the engineered Hatch Lp/�tend design. Trusses shall be handled with reasonable care during eg erection to prevent damage or personal injury. C3Approved truss�O 1-04-0 12' - 1 1/8" PLATE HEIGHT 2 S nil Imum top and bottomchords. i Plumb cut overhangs. 72 ttn= J07 9' - 1 1/8" PLATE HEIGHT 6810 12 10'- 1 1/8" PLATE HEIGHT 7/18- 0 Krum 12 3-00-Oo 5 trr �2 dit it soca HRM 0 4 s otherwias. Hn-a T ical Truss Ends J07 Engineer of Record: No Engineer of Record on file `0, 1-04-00 0 o O, N Z y �4-00-00 JP9,0 EIV�� Manning Building o 9 Supplies, INC. TH 2 11155 Philips Parkway Dr.E. r OM I GE 17 Jacksonville,FL 32256 r SI IN EfJT H THE Phone:(904)268-8225 N THIS PR CT ED Fax:(904)260-2981 yO,o (I ins A __ JAXTV SS.MBS -CORP.COM customer: WINGc��p' Oakwood Building Grp Job Name: ABCC Lot 160 Spec LobBI,VSubdw 160/ /Atlantic Beach Country Club I-CENTER BLI-JOIST 15432.... BLUELINX ON-CENTER RIMBOARD 15432 /e: : wnSr. Job Number. N.T.S. 1/2015 JK J150062A All claims for error or defective material must be made within 5 days of receipt of goods a 88-05-00 15-06-00 5-06-00 7-00-00 5-06-00 24-05-00 J03(4) a -oNi �0 ✓ ✓0 0 0, 0 J0412 J01 � 1 &01A C01 O L1+o J02 �Hrum 2-0 D01 '� G01 1 -00 _ � _ -- - wous.s�os BM1 • 2-00 00 GW D02 ' r., R Se R 2-00-00 o D I # of D03 G03 Nrun o: 4 0 2-00-00 ', 0� 0 �0 0r. D04 G041-00-00 rrtuze • N N N N N N E01 15-00-OS 71 E02 \ • P02 • 18-05-08 04Ti 2-00-00 P03 n 2-00-00 0 6o ! • " r. PO4 p LL 2-00-00 N N P05 8-0 W 2-00-00 • � P06 • U 2-00-00 --- • • • P07 p p -- --- - - - 2-00-00 • • V LL F12 ) F1 ). P08 • 7 o• 0 0 0• 0 2-00-00 P09 0 o — o q N N N N N o ;I 1 0 • L r U- IL d i • Y 0D N i py r s l } O 0 C) Q O O O cm O OO O O O O OO O ' 4 61 C-4 Oq O R V 4N N N N N N N N N N N.. N444t N N i i 1 4t4 I t I F02A(3) F02(5) F03( x x H03(2) c c 103(3) 104(10) 6-02-00 35-00-00 25-09-00 FLORIDA PRODUCT APPROVAL CODES: MITEK PLATES 15638....BLUELINX ON-CENTER-LVL 16354...BLUELINX 0 All claims for error or defective material must be made within 5 days of receipt of goods a 24-05-00 L01 0 cL02(2) (0 L03 L05(3) O L06 N 0 0 o L07(5) w (o N L06 O L05 l N 6-02-08 0 L04(2) L03 0 o L02(2) (o L01 24-05-00 2nd Floor FLORIDA PRODUCT APPROVAL CODES: MITEK PLATES 15638....BLUELINX ON-CENTER-LVL 15354 ...BLUELINX