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580 TIMBER BRIDGE NEW HOME DOCS ,� `� CITY OF ATLANTIC BEACH j 800 SEMINOLE ROAD J =" 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: 16 -SFR -955 Job Type: SINGLE FAMILY RESIDENCE Description: NEW HOME DRIVEWAY Estimated Value: $336,222.00 Issue Date: 5/6/2016 Expiration Date: 11/2/2016 PROPERTY ADDRESS: Address: 580 TIMBER BRIDGE LN RE Number: None GENERAL CONTRACTOR INFORMATION: Name: TOLL BROS.,INC Address: 250 GIBRALTAR RD STEVEN R MERTEN Phone: - - PERMIT INFORMATION: FEES: ENG REV RESIDENTIAL BLD $100.00 PLAN CHECK FEES $594.33 UTIL REV RESIDENTIAL BLDG $50.00 BUILDING PERMIT FEE $1,188.67 STATE DCA SURCHARGE $17.83 SEWER SDC- SYSTEM DEV CHG $4,050.00 STATE DBPR SURCHARGE $17.83 PNIMTERAMINNFairsThAR aoLMERTERcE 710AQ.Q CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. e Aft \ `i1 CITY OF ATLANTIC BEACH j 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247 -5814 WATER CROSS CONNECTION $50.00 WATER SDC- SYSTEM DEV CHG $1,140.00 Total Payments: $7,578.66 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. BUILDING PERMIT APPLICATION CITY OF ATLANTIC BEACH 800 Seminole Road, Atlantic Beach, FL 32233 Office (904) 247 -5826 Fax (904) 247 -5845 Job Address: 580 Timber Bridge Lane; Atlantic Beach, FL 32233 Permit Number: Legal Description Lot 173 Atlantic Beach Country Club Unit 2 67- 132- 08- 2S -29E Parcel Floor Area of Sq.Ft. Sq.Ft Valuation of Work S 336.222 Proposed Work heated /cooled 2716 non - heated /cooled 1.004 Class of Work (circle one): 420 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): oCN /A Florida Product Approval # See attached For multiple products use product approval form Describe in detail the type of work to be performed: New Residential Construction Property Owner Information: Name: TOLL FL VI LIMITED PARTNERSHIP Address: 160 Cape May Avenue — , (� City Ponte Vedra State FL Zip 32081 Phone 904 217 -0739 _ 0 V E E -Mail or Fax # (Optional) arogers @tollbrothers.com i Contractor Information: CONTRACTOR EMAIL ADDRESS: aroeersQ )tollbrothe Company Name: Toll Bros., Inc. Qualifying Agent: Steven R. Merten APH c n 16 Address: 160 Cape May Avenue City Ponte Vedra State FL Zip 32081 Office Phone 904 217 -0739 Job Site/ Contact Number 904 386 -6472 Fax 4 State Certification/Registration # CGC 1510225 — I Architect Name & Phone # Engineer's Name & Phone 4 Fee Simple Title Folder Name and Address Bonding Company Name and Address Mortgage Lender Name and Address Application is hereby made to obtain a permit to do the work and installations as indicated. 1 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 ifwork is not commenced within six (6) months, or if construction or work is suspended or abandoned for a period of six (6) months at any time after work is commenced. I understand that separate permits must be secured for Elecincal Work, Plumbing, Signs, Wells, Pools, Furnaces, 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 I have read and examined thi ,ir lier:Won 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 .: czd herein ort not. The grantin of a p ermit does not presume to give authori •• o violate or cancel the provision of any other federal, state, or local ....regulating construction or th e p erf o r m a nce ofconsInrction. I� • Signature of Owner / Signature of Contractor �� III I Print Name Steven R. erten Division Sr. Vice President Print Name Steven R. erten Before me Before me this 19 Day of April , 2016 this 19 Day of April , 2 016 No i b - Notary Pa i Revised 0126.10 : ' 'p"� P "A:: • MELISSA LIEBERMAN I. 31,1 MY COM .'FF055o05 == A Abe MELISSA LIEBERMAN I EXPIRES S plcmber 13. 2017 t ls( 1 Y COMMISSIC r,1 = =FFOa (- 407 ) 398-0153 FloridallotaryService.com ?e „c ` EXPIRES September 18. 2017 (4071398-0153 FloridallotarySorvicc.com a a, rye., City of Atlantic Beach APPLICATION NUMBER //l s Building Department (To be assigned by the Building Department.) f- t 800 Seminole Road - - KC" Atlantic Beach, Florida 32233 -5445 Phone (904) 247 -5826 • Fax (904) 247 -5845 Erth 1. uitl% E -mail: building- dept @coab.us Date routed: City web -site: http: / /www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: c ' / ! ttc bf r 15r del c Department review required Yes No Applicant: l a // ZrY6 S an g 07/ Tree Administrator Project: / 1.- /11 f — � -(i ✓ ublic W. ie Utilities) Public Safety Fire Services Review fee $ Dept Signature Review or Receipt Other Agency Review or Permit Required 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. ( IDenied. (Circle one.) Comments: BUILDING PLANNING & ZONING Reviewed by: �/ y Date: `1 /z7/‘ TREE ADMIN. Second Review: nApproved as revised. (Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: nApproved as revised. 1 (Denied. Comments: Reviewed by: Date: Revised 05/14/09 City of Atlantic Beach APPLICATION NUMBER Js it Building Department (To be assigned by the Building Department.) 800 Seminole Road // Jfez _ 9‘.5 0 Atlantic Beach, Florida 32233 -5445 lFi Phone (904) 247 -5826 • Fax (904) 247 -5845 fif � ®,' E -mail: building- dept @coab.us Date routed: City web -site: http: / /www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: c ) / Tru. er; a g c Department review required Yes o Applicant: l O // ‘Thref S - an .1. • g Tree Administrator //}G(� �rn f — f I � C 0, ork ublic s� Project: y ,/ Public Safety Fire Services Review fee $ 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: 1 Approved. [Denied. (Circle one.) Comments: BUILDING / PLANNING & ZONING Reviewed by: Date: 5—I 3 6 TREE ADMIN. Second Review: ❑Approved as revised. ❑D d. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. ['Denied. Comments: Reviewed by: Date: Revised 05/14/09 -f CITY OF ATLANTIC BEACH PUBLIC UTILITIES 1200 Sandpiper Lame �_eTsi1i'' ATLANTIC REACH, FL 32233 (9 4) 270 -2535 or (964) 247 -5574 NEW WATER/SEWER TAP REQUEST Date: ZS"— /b Project Address: _ L„5-$O T�y/13oz (Tio4c6 e- No. of Units: Commercial Residential ✓ Multi- Paanity New Water Tap(s) & Meter(s) Meter Size(s)_ New Irrigation Meter Upgrade Existing Meter from to (size) New Reclaimed Water Meter Size % New Connection to City Sewer 1' Name: Applicant Address: City: State: Zip Phone Number: Cell Number: Email Address Fax: Signature: (Applicant) CITY STAFF USE ONLY Application# /6" - SFf - 9ss Water System Development Charge $ 1, Pith U0. / Sewer System Development Charge $ ,/ Water Meter Only $ / Reclaimed Meter Only $ / (..to' Water Meter Tap $ Sewer Tap $ (notes) Cross Connection $ 1/4.5734. DO $t Other $ TOTAL $° D APPROVED: Kayle Moore, PE y (Deputy PW Director or Authorized Signature) ALL TAP REQUEST MUST BE APPROVED BY UTLITIES DEPARTMENT BEFORE PEES CAN REASSESSED r !y4 rt City of Atlantic Beach APPLICATION NUMBER i F y` ` / Building Department (To be assigned by the Building Department.) ,, } 800 Seminole Road - ,s F,e _ f f s- Atlantic Beach, Florida 32233 -5445 w ` T t0 Phone (904) 247 -5826 • Fax (904) 24 -5845 ` - Z'I v E "• "_ u,31 E -mail: building- dept @coab.us _ Date routed: firth �� City web -site: http: / /www.coab.us R 2 a a IQ l ' APPLICATION REVI TRACKING FORM �(y(� - MIL N bf r er; d f Department review required Yes No Property Address: � �' Applicant: ! o ii yo S an p Tree Administrator Project: /Iii_GJ m f — i ✓£ 0 ∎ -ublic W. Wile Public Safety Fire Services Review fee $ 576 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 Reviewin g Department artment First Review: Approved. nDenied. (Circle one.) Comments: BUILDING PLANNING & ZONING b t"� k Date: / Z Reviewed y TREE ADMIN. Second Review: (Approved as revised. 1 'Denied. p_,� IC WO S Iii1Z UTILITI S � Reviewed b PUBLIC SAFE Y by: Date: FIRE SERVICES Third Review: 1 (Approved as revised. nDenied. Comments: Reviewed by: Date: Revised 05/14/09 / ; /- , �),:V. i City of Atlantic Beach APPLICATION NUMBER / } Building Department R EC 5 EIVED (To be assigned by the Building Department.) I f _ ' 800 Seminole Road 247 -584 // _ eS AZ _ 6'. 1,� r Atlantic Phone (904) Beac247 -5826 h, Florida 3 . 2233 Fax ( 5904) 445, A Ph� 2 20i3 t0 0RI9',- E -mail: building- dept @coab.us Date routed: fifth City web -site: http: / /www.coab.us B �' APPLICATION REVIEW AND TRACKING FORM Pr operty � � C De art re view required Yes No Applicant: 7 '6 anrlin° & Zaw g pp Tree Administrator Project: /VI-- GI- D m f -- i ✓£ !4)t} o'ublic W. _III Public Safety Fire Services Review fee $ 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: `f e‘ IGGhd `0, l BUILDING '/' PLANNING & ZONING Reviewed by: Date: y��k -i6 TREE ADMIN. Second Review: Approved as revised. ['Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ['Approved as revised. I 'Denied. Comments: Reviewed by: Date: Revised 05/14/09 1, o ier /6, I oil- /ri9 X 60 9000 so, 4, !c y,K Yd o f /oX zP gtf gorPirck 4,1k bp. z Jr? \ WcM lq K 1 -3 63 /y?`f V-r2 4,11, t rg At1447427 2/ k /G = 3 (0 R.O.W. Permit Attachment of for R.O.W. Permit # issued , 2016 Atlantic Beach, FL 32233 Owner's Name: Toll FL VI, LP Property Address: 580 Timber Bridge Lane Atlantic Beach, FL 32233 Subdivision: Atlantic Beach Country Club Lot # / Block #: 173 R.E. #: 169505 -2125 REVOCABLE ENCROACHMENT PERMIT THIS REVOCABLE ENCROACHMENT PERMIT, issued on this / ? day of At ; , 20 i f organized Atlantic Beach, Florida, a municipal corporation orgazed and existing and the laws of the State of Florida, hereinafter referred to as "CITY" and Toll FL VI, LP of Atlantic Beach, Florida, hereinafter referred to as "USER ". WITNESSETH: That the CITY does hereby grant the USER permission on a revocable basis as described herein the right to enter upon the property of the City of Atlantic Beach for the purpose as described in the City of Atlantic Beach Right -of- Way/Easement permit numbers noted above (copies attached). This work is generally described as: Pavers in the Right of Wav for the driveway. Any facility maintained, repaired, erected, and/or installed in the exercise of the privilege granted remains subject to relocation or removal on thirty (30) days notice by CITY to the USER, said notice to USER shall be given by certified mail, retum receipt requested, to the following address: 160 Cane May Ave. Ponte Vedra, FL 32081. The depositing of said notice of cancellation in the United States mail shall constitute the notice of cancellation and the burden is upon USER to keep the CITY informed of USER's proper address. The USER shall promptly make any and all necessary repairs to any facility erected or maintained in the exercise of the privilege herein granted and shall at all times maintain said facility in good and safe condition. In the event it is necessary for the CITY or the City's approved representative or other franchised utility to enter upon the above- described property of the CITY, the USER shall replace at the USER's sole expense, any and all material necessarily displaced during the action of maintaining, repairing, operating, replacing, or adding to of the utilities and facilities of the CITY or franchise utility provider. The facilities allowed by the permit shall meet the current requirements of the City Code, Building Codes, Land Development Code, and all other land use and code requirements of the CITY, including City Code Section 19 -7 (h) which states "Driveways that cross sidewalks: City sidewalks may not be replaced with other materials, but must be replaced with smooth concrete left natural in color so that it matches the existing and adjoining sidewalks." Page 1 of 2 The USER, prior to making any changes from the approved plans and/or method, must obtain written approval from the City of Atlantic Beach, Public Works Department, for said change. The USER shall, at the discretion of the CITY, be requested to submit as -built drawings showing the change within thirty (30) days after the day of completion. This permit shall inure to the benefit of, and be binding upon, the USER and their respective successors and assigns. USER shall meet the terms and conditions of this permit and to all of the applicable State and CITY laws and/or specifications, to include utilities locate requirements and use limitations /requirements of public rights -of -way and other public land. USER further agrees that the CITY and its officers and employees shall be saved harmless by the USER from any of the work herein under the terms of this permit and that all of s . liabilities are hereby assumed by the USER. DATED and SIG►' 1 this 1 day of A p?..L.f - , 2016. By: Stev M- o11 FL VI, LP. (to • - signed in presence of the Notary) STATE OF FLORIDA COUNTY OF DUVAL On this 19th day of April , 2016, personally appeared before me, a Notary Public in and for said County and State, St. Johns, Florida , the property owner of 580 Timber Bridge Lane, Atlantic Beach, Florida, known to me to be the person(s) described in and who executed the foregoing instrument; who acknowledged to me that he or she executed the same freely and voluntarily and for the uses and therein mentioned. -'`` MELISSA LIEBERMAN `' No • :r • is in for said County and State - -- a _ ': MY COMMISSION #FF055605 CITY • ' ' TLANTIC BEACH, FLORIDA, a ° +;FOV„ EXPIRES September 18. 2017 municipal corporation: (407) 398 -0153 FloridallotaryService.com Approved: g ' / yJ o Layton, Public Works Director For Permits where city sidewalk is impacted, City Manager approval required: Nelson Van Liere, City Manager Page 2 of 2 MAP SHOWING PLOT PLAN OF LOT 173 AS SHOWN ON MAP OF ATLANTIC BEACH COUNTRY CLUB UNIT 2 AS RECORDED IN PLAT BOOK 67 PAGES 132 -137 OF THE CURRENT PUBLIC RECORDS OF DUAL COUNTY, FLA. CERTIFIED TO: TOLL BROTHERS, INC. nMBER B ' , W° W • B RIG F � iNE PR E 7.S' , 0 O �t� "''"' '':��'' : < EWER CUTTER ASEM = � 7 � , i ;`:.. 2 K, TER P C SED o .. y � 6 o' 0 � SID E A TE l Tv D 0 p �'/ Z.i ARE 1 - P ROP D R A iEMIC m /� N � BRIC CSE PCP T AL 1. /Q ` WA yERy ERICK PR LET 88.58' YY T ' NTRY WAS ❑ l 183 h V � _ N l D'xi D' � ^1 III E A SZ MENT / GARAG 9.8 N . 11.7' .r�? ,{1:0 l EA M ST / 5 2 9�' /7.5' P R COVER ONT / u P AVER E / � + NC 8 S Q, / N ic, PROPOSED O'' rya / O a cl/ h MO al. r M / W a4$ ooTAS1A" m' aw / F. E . 8(1140 b ) / O v y '� �, ml / d DUILDERS ENDORSEMENT • o M " / SIGNED: NAME: o 3 DATE: MAP SHOWING PLOT PLAN OF LOT 173 AS SHOWN ON MAP OF ATLANTIC BEACH COUNTRY CLUB UNIT 2 AS RECORDED IN PLAT BOOK 67 PAGES 1.32-137 OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLA. CERTIFIED TO: TOLL BROTHERS INC. • S' > TIMBER BRIDGE (so'RIGHT OF LANE i.', WATER.:.,ITAr ,:i. f WqY) �Ra'OSEp 4. yazisve r: -rid __ _ CVRB�RETE ClJT7 EASEMEN fit. - : ,.•Z WA :stp PA 1_�1j60•�1�, IXTE}_... rArA' 00o .._rs(� r. PR•., ] AREA CHEMICgLvI V`• N, "LT(PAyFR38 PSED �-�ET , 4'- YO' W,ay ENTRY A1�R 1� 7 51 ..1y 18 j.R-.L;, N 10•„, •• I A,Co '� 9 :•7 , ASI HTT N 3 N I1.7' 175• �r IY7Q PO.TR 1 A cV of ii'3' F'ROPOg 7 8MM1� / gc1£ RUSrOMfR ) r M CL MODES"ANgSigSlq" a 45.00' 1 I b RW all F'E-(1140) I O v BUILDERS ENDORSEMENT cs . 1 I r SIGNED: o 12 1 NAME: 0 1 1° 3 _ DATE: z 1 r o _ IZ'�=�'r � 1 T7 ALL PAVERS l 17..."."- �noP4 j O o ALL MEASUREMENTS ESTIMATED 1 eRi pv°$E ;; I h FRONT 463± SQ. FT. �� t 1 �. ' G;PAPER 2w. 1 BACK 357± SQ. FT. Ii 0 1 1, el-3-1/1V-C---"q" is1= I L3� ) , .., 17,5 I 1 --'-DENOTES DIRECTION OF FLOW Aa / TYPE "A" DRAINAGE 43 I 1 ELEVATIONS SHOWN THUS (11.40) o0 / L o r 1 7 3 I WERE TAKEN FROM ENGINEERING PLANS 1 (V4c r) I BY TAYLOR & WHITE, INC., DATED 04-15-14 I • 1 REFERTONS OWN O NAVDOF 1988 1 o LI DIMENSIONS SHOWN HEREON ARE PER FOUNDATION PLAN mak --16.—B.R.L.----— m I LOT 173 MODEL "ANASTASIA" —J LOT SIZE 9,000* SQ. FT. N80"2 . r 3 YSCl / DRIVEWAY TO R/W 336* SQ. FT. l7 W 60,00• POini ENTRY WALK 57± S0. FT. 1 RIGHT-OF-WAY LENGTH 60.00 FT. GOLF C 0 U R S E TOTAL IMPERVIOUS COVERAGE 4,154± SQ. FT. 46% TREE SCHEDULE LOT SQ. FT. MINUS EASEMENTS/WETLANDS 8,537 ACRES-8,537/43,560 0.20 ACRESx40-REQUIRED TREE INCHES 8.0 THE REQUIRED NUMBER OF TREE INCHES WILL BE MET USING 2" DIAMETER TREES. j THIS SURVEY WAS PERFORMED WITHOUT THE BENEFIT OF A TITLE COMMITMENT. 70%OF REQUIRED PLANTED TREES SHALL BE CANOPY TYPE, THERE MAY BE ADDITIONAL EASEMENTS AND/OR RESTRICTIONS THAT ARE NOT SHOWN WITH NO MORE THAN 507. OF THE SAME SPECIES. ON THIS SURVEY THAT MAY BE FOUND IN THE PUBUC RECORDS OF THIS COUNTY. THE LOT SHOWN HEREON IS IN THE SPECIAL FLOOD HAZARD ZONE .X'AS SHOWN ON FLOOD INSURANCE RATE MAP 0408 H FOR THE CITY OF JACKSONVILLE. FLORIDA, DATED 06-03-13 ' ALL AMERICAN SURVEYORS OF FLORIDA, .INC. LAND SURVEYORS-3751 SAN JOSE PLACE SUITE 15 - JACKSONNLLL FLORIDA 32237- 904/279-0088 -LICENSED LAND BUSINESS NO. 3857 Lam- 5 11 F.F.E..mot nom ormnw MIND F C -lure COMMONER SKETCH FOR DESCRIPTION PURPOSES ONLY- DOES NOT REPRESENT OR PURPORT TO MI MENEMvRx-1pO^r'D" SHOW BOUNDARY LINES NOR IS IT BASED ON A FIELD RUN SURVEY _4 a.c W1 MORMON PERWANON LP. SE IRON PODtRD+Cl IROIRR PE F.T. .PONT Of TA CENC( - LP. P.C.P..P u. IRON Roo - P.c. - rnNANPow aanC POINTALL A OEM waxom P."�. AMERICAN CA MC H LENGTH I.C.C. PONT OF COMPOUND ooE SURVEYORS R PAORrs ML: R.L-eunNp 1asTmclloN SURVEY NOT VAUD UNLESS EMBOSSED BY SEAL OF FLORIDA, ((o()C'1 O ,Th -�mD'L:9 10MER s UCM JAMES D. HARRISON.JR.. No. 2647 (P) Pur Now.RADOM.GCCCC1 c varncu. BOB L. PITMAN, No. 4827 • INC. ``)1 DARN CORMSCALE 1' 20' f - 0001.U'C HAW .DATUM N,oeaN vonrcv_ VP .RItlR-OF-VIM P.I. .POOR Cf INITASECTION y i 00 -r01003 TOR .TOP OF 6•R( DATE 03-23-16 FLORIDA REGISTEREDSURVEYOR AND MAPPER - 1LE981_ F.B. X DR, BY BRB DIR. P:\2016\80105-148829-plotplon ORDER NO. 148829 FILE 80105 BUILDING PERMIT APPLICATION CITY OF ATLANTIC BEACH FILE COP 1 800 Seminole Road, Atlantic Beach, FL 32233 Office (904) 247 -5826 Fax (904) 247 -5845 Job Address: 580 Timber Bridge Lane: Atlantic Beach. FL 32233 Permit Number: /h ` S r 5 - 7 s Legal Description Lot 173 Atlantic Beach Country Club Unit 2 67- 132- 08- 2S -29E Parcel Floor Area of Sq.Ft. Sq.Ft Valuation of Work $ 336,222 Proposed Work heated /cooled 2716 non - heated /cooled 1,004 Class of Work (circle one): 4111, 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): N /A Florida Product Approval # See attached For multiple products use product approval form Describe in detail the type of work to be performed: New Residential Construction Property Owner Information: Name: TOLL FL VI LIMITED PARTNERSHIP Address: 160 Cap e Ma y Avenue =-" r` City Ponte Vedra State FL Zip 32081 Phone 904 217 -0739 L E -Mail or Fax # (Optional) arogers @tollbrothers.com D rr Contractor Information: CONTRACTOR EMAIL ADDRESS: aroeersOtollbrothe 3 `` Company Name: Toll Bros., Inc. Qualifying Agent: Steven R. Merten t APR 2 7 2016 Address: 160 Cape May Avenue City Ponte Vedra State FL Zip 32081 Office Phone 904 217 -0739 Job Site/ Contact Number 904 386 -6472 Fax 4 tt State Certification/Registration # CGC 1510225 L. 1 Architect Name & Phone # Engineer's Name & Phone # Fee Simple Title Holder Name and Address Bonding Company Name and Address Mortgage Lender Name and Address Application 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 of six (6) months at any time after work is commenced. 1 understand that separate permits must be secured for Elecincal Work, Plumbing, Signs, Wells, Pools, Furnaces, 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. 1 hereby certify that I have read and examined thi lication and know the same to be true and correct. All provisions of laws a . ordinances governing this type of work will be complied with whether iJ ed herein or not. The granting of a permit does not presume to give authori o violate or cancel the provisions of any other federal, state, or local ..,.Fregulating construction or the performance of construction. Signature of Owner 40 Signature of Contractor AA" III I Print Name Steven R. . erten Division Sr. Vice President Print Name Steven R . erten Before me Before me this 19 Day of April , 2016 this 19 Day of April , 2016 .h No ub " Notary" P t Revised 01.26.10 = o < ' '" a `` ; ' ''' . MELISSA LIEBERMAN ar �' " v : w •1 MY COMMISSION #FF055605 = ?0`P A e e , ,. MELISSA LIEBERMAN "r e o F F, - o ' EXPIRES September 18. 2017 ,, ` MY COMMISSION #FF055605 'am j ' $ (407) 398-0153 FloridallotaryService.com ,s p EXPIRES September 18. 2017 (407) 398-0153 FloridallotaryService.com DO NOT WRITE BELOW - OFFICE USE ONLY Applicable Codes: 201 FLORIDA BUILDING CODE Review Result (circle one): Approved Disapproved Approved w/ Conditions rn Review Initials/Date: fk 8 Development Size Habitable Space a 7 /b 3 ,F,' Non - Habitable --G Impervious area Miscellaneous Information Occupancy Group e- 3 Type of Construction $ 1 v Number of Stories 1 Zoning District n, 6 L Max. Occupancy Load Fire Sprinklers Required Flood Zone 1C Conditions /Comments: NOTICE OF COMMENCEMENT FILE COPY State of : FLORIDA Tax Folio No. 169505 -2125 County of : DUVAL `6^ SP �S To Whom It May Concern: r 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 property being improved: Lot 173 Atlantic Beach Country Club Unit 2, 67 -132 08- 2S -29E Address of property being improved: 580 Timber Bridge Lane, ATLANTIC BEACH, FL 32233 General description of improvements: NEW HOME CONSTRUCTION Owner: TOLL FL VI LIMITED PARTNERSHIP Address: 250 GIBRALTAR RD. HORSHAM, PA 19044 Owner's interest in site of the improvement: FEE SIMPLE Fee Simple Titleholder (if other than owner): Name: Contractor: TOLL BROS., INC. Address: 160 CAPE MAY AVE. PONTE VEDRA, FL 32081 Telephone No: 904 - 217 -3852 Fax No: 904 - 460 -2683 Surety (if any) Address: Amount of Bond $ Telephone No: Fax No: Name and address of any person making a loan for the construction of th1 Doc # 2016090887, OR BK 17536 Page 670, Number Pages: 1 Name: Recorded 04/22/2016 at 09:53 AM, Ronnie Fussell CLERK CIRCUIT COURT DUVAL Address: COUNTY RECORDING $10.00 Phone No: Fax No: Name of person within the State of Florida, other than himself, designatea - oy owner upon served: Name: STEVE MERTEN Address: 160 CAPE MAY AVE. PONTE VEDRA, FL 32081 Telephone No: 904 - 217 -3852 Fax No: 904 - 460 -2683 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): 06/30/17 THIS SPACE FOR RECORDER'S USE ONLY OWNER Signed: Date: Before me th day of f]p2 /L„ in the Coun of uval, State Of Florida, has personally appeared Notary Public at Large, State of lor'da, County of Duval. My commission expires: . I Personally Known: or Produced Iderxtfi ,, r;rt. , • v ec;' MELISSA LIEBERMAN P Z ` = MY COMMISSION #FF055605 EXPIRES September 18. 2017 (407) 398-0153 FlorldallotaryService.com . , , . FILE COPY FORM R405 -2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Anastasia 2716 Right NE Builder Name: Toll Brothers, Inc. Street: 580 Timber Bridge Lane (Lot 173 AB) Permit Office: Atlantic Beach City, State, Zip: Atlantic Beach , FL , Permit Number: Owner: Toll Brothers, Inc. Jurisdiction: 261300 Design Location: FL, Jacksonville 1. New construction or existing New (From Plans) 9. Wall Types (2565.0 sqft.) Insulation Area a. Frame - Wood, Exterior R =19.0 2311.50 ft 2. Single family or multiple family Single - family b. Frame - Wood, Adjacent R =13.0 253.50 ft 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 3 d. N/A R= ft2 10. Ceiling Types (2716.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R =38.0 2484.00 ft2 i 6. Conditioned floor area above grade (ft 2716 b. Under Attic (Vented) R =19.0 232.00 ft • c. N/A R ft2 Conditioned floor area below grade (ft 0 11. Ducts R ft2 7. Wlndows(340.6 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: Attic 6 328.9 a. U- Factor: Dbi, U =0.33 340.56 ft SHGC: SHGC =0.30 ft 12. Cooling systems kBtu/hr Efficiency b. U- Factor: N/A a. Central Unit 42.0 SEER:14.00 SHGC: c. U- Factor: N/A ft2 SHGC: 13. Heating systems - kBtulhr Efficiency d. U- Factor: N/A ft a. Electric Heat Pump 42.0 HSPF:8.20 .i SHGC: Area Weighted Average Overhang Depth: 7.872 ft. Hot water systems Area Weighted Average SHGC: 0.300 14. Cap: Ca 1 gallons a, Natural Gas Tankless 8. Floor Types (2716.0 sgft,) Insulation Area EF: 0.600 a, Slab -On -Grade Edge Insulation R =0.0 2716.00 ft b. Conservation features b. N/A R= ft2 None c. N/A R ft2 15. Credits Pstat Total Proposed Modified Loads: 58.09 PASS Glass /Floor Area: 0.125 Total Baseline Loads: 63.06 ,,:s , ,x ..,, I hereby certify that the plans and specifications covered by s ecifications covered Review of the plans and b this "'v. Q , E rA? p .4 , . , c. Code. this calculation are in compliance with the Florida Energy p y �¢ .t , ; ,_ / calculation indicates compliance k' /n , 1 , , : � •; : e Half n with the Florida Energy Code. , 1;, Ha ., ,..,� „u. O. PREPARED BY: _ ,_..g_ _ 1l '4a a " .b��n Before construction is completed w t. .. 1 1'. m,. svi _____._C:1/._ DATE: - ' this building will be inspected for ` , 1 S '. compliance with Section 553.908 * • •.� " r, .; Florida Statutes, I hereby certify that this building, as designed, is in compliance fe 4 '....... • • `' with the Florida Energy Code. D WL X47 O r ..f . f �� BUILDING OFFICIAL: DATEER /AGEtL112:7-)10 V - DATE: � - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory- sealed in accordance with R403.2.2.1. - Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. I 4/13/2016 4:51 PM Ener Gau eO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 4 9Y g l i FORM R405 -2014 PROJECT , • • • Title: Anastasia 2716 Right NE Bedrooms: 3 Address Type: Street Address Building Type: User Conditioned Area: 2716 Lot # Owner: Toll Brothers, Inc. Total Stories: 1 Block/SubDivision: • # of Units: 1 Worst Case: No PlatBook: Builder Name: Toll Brothers, Inc. Rotate Angle: 0 Street: 580 Timber Bridge Lane Permit Office: Atlantic Beach Cross Ventilation: No County: Duval Jurisdiction: 261300 Whole House Fan: No City, State, Zip: Atlantic Beach , Family Type: Single- family FL , New /Existing: New (From Plans) Comment: CLIMATE / IECC Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Jacksonville FL_JACKSONVILLE_INT 2 32 93 70 75 1281 49 Medium BLOCKS Number Name Area Volume — 1 Block1 2716 24444 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated 1 Main 2716 24444 Yes 4 3 1 Yes Yes Yes FLOORS _ V # Floor Type Space Perimeter R -Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Main 232.3 ft 0 2716 ft ____ 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Gable or shed Composition shingles 3146 ft 794 ft Medium 0.6 N 0.9 No 0 30.3 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC V 1 Full attic Vented 300 2716 ft N N CEILING ____V # Ceiling Type Space R -Value Area Framing Frac Truss Type — I __V_ 1 Under Attic (Vented) Main 38 2484 ft 0.11 Wood I V 2 Under Attic (Vented) Main 19 232 ft 0.11 Wood 4/13/2016 4:51 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 4 1 I - i • FORM R405 -2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: 580 Timber Bridge Lane (Lot 173 AB) Permit Number: Atlantic Beach , FL , • MANDATORY REQUIREMENTS See individual code sections for full details. 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law [Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. ,Cl R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. • R402.4.1.1 Installation. The components of the building thermal envelope as listed•in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. • R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour In Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. I [ During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or • 4 other infiltration control measures; 2. Dampers Including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond Intended Infiltration control measures; • 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. 52( R402.4.2 Fireplaces. New wood - burning fireplaces shall have tight - fitting flue dampers and outdoor combustion air. Y' R402.4.3 Fenestration alr Ieakage.Windows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us /m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us /m2), when tested according to NFRC 400 or AAMA/WDMA /CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 L /s) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. ri R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. l2( R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric- resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. R403.2.2 Sealing (Mandatory)All ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post- construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: I ` 1. Post - construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or. otherwise sealed during the test. 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm (85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: 1. The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 4/13/2016 4:51 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405 -2014 MANDATORY REQUIREMENTS - (Continued) i R403.2.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent of the design air flow rate when tested in accordance with ASHRAE 193. 1 d R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. V R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105 °F (41 °C) or below 55 °F (13 °C) shall be insulated to a minimum of R -3., �5 R403.3.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage, including that caused by sunlight, moisture, equipment maintenance, and wind, and shall provide shielding from solar radiation that can cause degradation of the material. Adhesive tape shall not be permitted. e R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot -water circulating pump when the system is not in use. lA R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 1 /2 inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. ci R403.4.4 Water heater efficiencies (Mandatory). Water heater efficiencies R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls o capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100 °F to 140 °F (38 °C to 60 °C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied . to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. . R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM -1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. X R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. Y' R403.5.1 Whole -house mechanical ventilation system fan efficacy. Mechanical ventilation system fans shall meet the efficacy requirements of Table R403.5.1. Exception: Where mechanical ventilation fans are integral to tested and listed HVAC equipment, they shall be powered by an electronically commutated motor. / R403.5.2 Ventilation air. Residential buildings designed to be operated at a positive indoor pressure or for mechanical ventilation shall meet the following criteria: 1. The design air change per hour minimums for residential buildings in ASHRAE 62, Ventilation for Acceptable Indoor Air Quality, shall be the maximum rates allowed for residential applications. 2. No ventilation or air- conditioned system make air shall be provided to conditioned space from attics, crawlspaces, attached closed garages or outdoor spaces adjacent to swimming pools or spas. 3. If ventilation air is drawn from enclosed spaces(s), then the walls of the space(s) from which air is drawn shall be insulated to a minimum of R -11 and the ceiling shall be insulated to a minimum or R -19, space permitting, or R -10 otherwise. R403. Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated In accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described In Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 4/13/2016 4:51 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405 -2014 MANDATORY REQUIREMENTS - (Continued) i R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This i selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water- source equipment), the blower cfm provided by the expanded performance data, j the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load . calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and mufti-family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. i 2. When signed and sealed by a Florida-registered engineer, in attached single- and multi- family units, the capacity of equipment may be sized in accordance with good design practice. R403.6.1.2 Heating equipment capacity • R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. ▪ R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. • R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design Toad calculated in accordance with Section R403.6.1. R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to I prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. ❑ R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. ❑ R403.8 Snow melt system controls (Mandatory). Snow and ice - melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55 °F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40 °F. ❑ R403.9 Swimming pools, Inground spas and portable spas (Mandatory). The energy requirements for residential pools and Inground spas shall be as specified in Sections R403.9,1 through R403.9.3 and in accordance with ANSI /APSP -15. The energy requirements for portable spas shall be in accordance with ANSI /APSP -14. o R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum ▪ thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance • with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. o R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a ,. preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built In timers shall be deemed in compliance with this equipment. Exceptions: • 1. Where public health standards require 24 -hour pump operations. 2. Where pumps are required to operate solar- and waste - heat - recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. o R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor- retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site - recovered energy, such as a heat pump or • solar energy source computed over an operating season. X RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps In permanently installed lighting fixtures shall be high - efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low - voltage lighting shall not be required to utilize high- efficacy lamps. R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights V R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R -6. R405.2,1 Performance ONLY. Ceilings shall have minimum insulation of R -19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R -10 is allowed. page 3 of 3 4/13/2016 4:51 PM EnergyGaugee USA - FlaRes2014 - Section R405.4.1 Com i FORM R405 -2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Anastasia 2716 Right NE Builder Name: Toll Brothers, Inc. Street: 580 Timber Bridge Lane (Lot 173 AB) Permit Office: Atlantic Beach City, State, Zip: Atlantic Beach , FL , Permit Number: Owner: Toll Brothers, Inc. Jurisdiction: 261300 Design Location: FL, Jacksonville 1 COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. i Air- permeable insulation shall not be used as a sealing material. Ceiling /attic The air barrier in any dropped ceiling /soffit shall be aligned with the / insulation and any gaps in the air barrier shall be sealed: // Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in i substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. 4 Windows, skylights and doors The space between window /doorjambs and framing and skylights and / framing shall be sealed. I Rim joists Rim joists are insulated and include an air barrier. , Floors (including above - garage Insulation shall be installed to maintain permanent contact with underside jjj and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. 7 Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or / unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity 7 spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. / - Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. 7 Shower /tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical /phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. i Fireplace .. An air barrier shall be Installed on fireplace walls. Fireplaces shall have j gasketed doors 4/13/2016 4:51 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 I ' i FLORIDA ENERGY EFFICIENCY CODE 1 FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Anastasia 2716 Right NE Builder Name: Toll Brothers, Inc. Street: 580 Timber Bridge Lane (Lot 173 AB) Permit Office: Atlantic Beach City, State, Zip: Atlantic Beach , FL , Permit Number: Design Location: FL, Jacksonville Jurisdiction: 261300 Envelope Leakage Test Results Leakage Characteristics Regression Data: • C: n: R: CFM(50): Single or Multi Point Test Data i HOUSE PRESSURE I FLOW: ELA: i . EqLA: • ; ACH: ACH(50): l SLA: _ I I 1 R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, Intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6, Supply and return registers, if Installed at the time of the test, shall be fully open. ,Y . sp.. !04 , I hereby certify that the above envelope leakage Where required by the code official, . ''` 1E 5z j performance results demonstrate compliance testing shall be conducted by an D ti ' " ,. 1 ' • ' E with Florida Energy Code requirements in approved third P art Y• A written 1•4"! �, :� , • o `� accordance with Section R402.4.1.2. report of the results of the test shall e a; z ' - "`' be signed by the third party k g I il. •- ^ a I i.416 lI conducting the test and provided to b ' . SIGNATURE: • th c ode official. ti .- co' ,/ • SIGNAT ' ' ' o ...... PRINTED NAME: -^ -- BUILDING OFFICIAL: DATE: DATE:,, 4/13/2016 4:51 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Softwar Page 1 of 1 I • McGowan Project Summary Date: ika Entire House By: Stephen Barber McGowan's Heating & Air Conditioning, Inc. 4850 Collins Road, Orange Park, FI 32073 Phone: 904 - 278 -0339 Fax: 904 - 278 -0366 Email: korey @mcgowansac.com Web: www.mcgowansac.com Project Information For: Steve Merten, Toll Brothers, Inc. 160 Cape May Ave., Ponte Vedra, FI 32081 Phone: (904) 217 -0739 Fax: (904) 814 -8173 Web: www.tollbrothers.com Email: smerten @tollbrothersinc.com Notes: The Anastasia Desi • n Information Weather: Jacksonville NAS, FL, US Winter Design Conditions Summer Design Conditions Outside db 32 °F Outside db 99 °F Inside db 70 °F Inside db 75 °F Design TD 38 °F Design TD 24 °F Daily range M Relative humidity 50 % Moisture difference 61 gr /Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 26669 Btuh Structure 20533 Btuh Ducts 4122 Btuh Ducts 5218 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 30791 Btuh Use manufacturer's data y Rate /swing multiplier 1.00 Infiltration Equipment sensible load 29991 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 4042 Btuh Ducts 913 Btuh Heating Cooling Central vent (0 cfm) 0 Btuh Area (ft 2716 2716 Equipment latent load 5760 Btuh Volume (ft 25802 25802 Air changes /hour 0.32 0.16 Equipment total load 35751 Btuh Equiv. AVF (cfm) 138 69 Req. total capacity at 0.70 SHR 3.6 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade Trade Model CH14NB042 Cond CH14NB042 AHRI ref Coil FB4CNPO42 AHRI ref Efficiency 8.2 HSPF Efficiency 11.5 EER, 14 SEER Heating input Sensible cooling 28700 Btuh Heating output 39500 Btuh @ 47 °F Latent cooling 12300 Btuh Temperature rise 29 °F Total cooling 41000 Btuh Actual air flow 1225 cfm Actual air flow 1225 cfm Air flow factor 0.040 cfm /Btuh Air flow factor 0.048 cfm /Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.84 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2016 - Apr -13 15:46:16 wrightsaftr Comfort Builder by Wrightsoft 15.0.23 RSU12270 AC Page 1 ...ion 2716 Right 173AB.rup Calc = MJ8 Front Door faces: N _. � -� First Floor N Master Bath , :., 16x16 3 " Fan 14 8x4 r .. 4 ,. \ M aster Bedroom we WO 10x6 14x6 MU '•' 6 „ .." 8" 3" Fa 8x4 . _... 8x4 hers , IIIIIirlillilliiiiir Breakfast 12 6 • J 12 x 12 • 8' 12x6 12 " c2% bed4 ,; 16" 6x10 •• 4x8 6 eat Room • 12x6 7 „ retreat Kitchen ' s x 10 s" 14" 12x6 IIMI 12x12 :. J s. 24x18 8x4 8x4 6x12 _ 6 ..... Hall 1 • ntr : ■ Bedroom 3 12x6. Gd \J ... 16" 7° 10x10 3 " Fan 18" Hall - 9" r' J I 10 x 10 Dining 1_ ■�� 12" IMP 10x6 12x12 10 Garage 6 „ , Foyer Study Job #: McGowan's Heating & Air Conditioning scale: 1 : 124 Performed by Stephen Barber for: Page 1 Steve Merten 4850 Collins Road Comfort Builder by Wrightsoft 160 Cape May Ave. Orange Park, FI 32073 15.0.23 RSU12270 Ponte Vedra, FI 32081 Phone: 904 - 278 -0339 Fax: 904 - 278 -0366 2016- Apr -13 15:46:49 ` Phone: (904) 217 -0739 Fax: (904) 814 -8173 www.mcgowansac.com korey @mcgowansac.com s'Anastasia 2716 Right 173AB.rup www.tollbrothers.com smerten @tollbrothersinc.com V 7 v O Li r a L` N ,p N 00 kr) N O 4- w cki ° r. :7' w a h M v 00 N w co N vi N �Y N _ © o 3 _ U N ' N' '' 00 O ( O 00 a "0 O g 1 W W W W ,-1 � p-1 W W Q w w w w w w w w w w c � / c) w. 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V) d 4� >, N c•-; 4 cn = '- N r'i - ‘71 - v') k•O t"- oo O o It 0 4 It > _ 0 .§ .e � ° ° / .\ @ § G % - \ / N / / / j } \ , N \ \ 0 ƒ § cn 0 0 0 J / 0 ] 5 / 0 En Q • 4 & \ t cn 2 0 & w ƒ '0 Cl. ./ / \ \ \ \ / w § \ 0 , \ 0 / ° ) a 2 0 G & 8 / % e y u \ a / z u o% ƒ E • » 0 \ a 0 \/ / E \ \ — o El / • / 5 \ / 0 .-0 8 0 a \ 0 Q - / / • m an" 2 / 2 0 / 0 = b \ 2 (4-, •@ « / « ® § _ % / 0 0 2 / ® / t § U • e G w ° o 0. 0 03 \ \ -2 Q 0 \ k ' y / - / a < / \� § § \ \ 7 0 _ •_ 7 4 0 . _ ® » /2 / ®9 E 0 \ b ° \ 0 g \ f � / 0 ` c Q \ \ S w ƒ § 2 0 \/ \ m H ° N ( § E. w$ S-/ E . C A - » / j v) \ ; g w 2 9 © b w 0 ( \ 7 0 / ° G '4-9:3 / a ® b . / { 0 5 ` = 9 a e a e e a 7= c t \ / s \ \_@ 0 / .» b n ( / 2 = • • H S ) a a o @ ) \ @ g k e m ® • \ \ $ </\ U// 3 V) g/ e\/ U U 2 5 y / \ « o m z o 2 « § Q Q w K 4 w a G Q- a G 4 w a 6 G 3 / \\/ d - ® 44 - n 5 U .§ i ■ § 1 0 3 ƒ j ƒ 1 0 MI '4 4 0 \ 1 E S (.9 �� \ ( N rn \ / ' 2 \ .a> t @ 0 \ = 0 U u 7 r a / Q 4' 5 0 ƒ / " k t ƒ # / § < Z ai iii bp co # co ± ( ® f.4 & . / \ 0 ƒ k ƒ / o c \ 2 E m _ k ƒ / u / / \ 1..., a) d >, / u g . \ \ & I. \ \ 9 G I. U N m c « M j f § \ 3 _ 7 ? \ k \ w w o ƒ 0 3 k ƒ / < Z Z Z ■ k ∎ / ) \ o 5 \ ? / + \ / d 0 / Q \ / mit Lumber desigr�'';alues are in accordance with ANSI/TPI 1 section 6.3 These truss di signs rely on lumber values established by others. MiTeks RE: 9610T0 - MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Tampa, FL 33610 -4115 Customer Info: Toll Brothers Project Name: Model: Anastasia Lot/Block: 173 Subdivision: Atlantic Beach Address: 580 Timber Bridge Lane City: Atlantic Beach State: FL Name Address and License # of Structural Engine License r f Record, d, If there is one, for the building. Name: Pontigo Address: 420 osceola Ave State: FL City: jacksonville Beach General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TPI2007 Design Program: MiTek 20/20 8.0 Wind Code: ASCE 7 -10 Wind Speed: 130 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 62 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 T8432052 EJ02 4/14/016 18 T8432069 T11 4/14/016 2 T8432053 EJ06 4/14/016119 T8432070 1T12 4/14/016 3 T8432054 EJ07 1 4/14/016120 T8432071 1T13 4/14/016 4 T8432055 GEB01 1 4/14/016 121 T8432072 1T14 4/14/016 5 T8432056 HJO2 1 4/14/016 122 T8432073 T15 4/14/016 6 T8432057 P01 1 4/14/016 123 T8432074 1T16 4/14/016 , 7 T8432058 P02 4/14/016 124 T8432075 1T17 4/14/016 8 T8432059 T01 _ 1 4/14/016125 T8432076 1 - 118 _I 4/14/016 9 T8432060 T02 4/14/016126 T8432077 T19 4/14/016 10 T8432061 1T03 1 4/14/016 127 T8432078 1 T20 4/14/016 11 T8432062 1T04 4/14/016 128 T8432079 T21 4/14/016 12 T8432063 T05 4/14/016 129 T8432080 j T22 4/14/016 13 1T8432064 T23 ` 1 4/14/016 14 178432065 1 - 14/14/016 4/14/016 131 T8432082 T24 "- 4/14/016 32 T8432083 I ' � 725 _ _1 4/14/016 15 1 T8432066 LT08 1 _ 16 1T8432067 1T09 1 4/14/016 133 T8432084 T26 - 4/14/016 17 1T8432068 T10 1 4/14/016 134 T8432085 1 T27 1 4/14/016 t The truss drawing(s) referenced above have been prepared by MiTek ss ��`1ER P. I, l Industries, Inc. under my direct supervision based on the parameters ` . E N • ' / 4, ,, provided by Building Component Supply. � • \ S ,', Truss Design Engineer's Name: Finn, Walter : • No 83 ; My license renewal date for the state of Florida is February 28, 2017. IMPORTANT NOTE: Truss Engineer's responsibility is solely for : � S TE OF /LL/ design of individual trusses based upon design parameters shown %, . o P \. , � ,�� on referenced truss drawings. Parameters have not been verified '� c" ••. O R . • .•. G .. as appropriate for any use. Any location identification specified is • ∎ �, S � O NAL.0. `` ss for file reference only and has not been used in preparing design. � 1 81 11 11 Suitability of truss designs for any particular building is the waiter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 responsibility of the building designer, not the Truss Engineer, 6904 Parke East BNd. Tampa FL 33610 per ANSI/I -1, Chapter 2. Date: April 14,2016 Finn, Walter 1 of 2 RE: 9610T0 - Site Information: Customer Info: Toll Brothers Project Name: Model: Anastasia Lot/Block: 173 Subdivision: Atlantic Beach Address: 580 Timber Bridge Lane City: Atlantic Beach State: FL No. Seal# Truss Name Date 35 T8432086 T28 4/14/016 36 T8432087 T29 4/14/016 37 T8432088 T30 4/14/016 38 T8432089 T31 4/14/016 39 T8432090 T32 4/14/016 40 T8432091 T33 4/14/016 41 T8432092 T34 4/14/016 42 T8432093 T35 4/14/016 43 T8432094 T36 4/14/016 44 T8432095 T37 4/14/016 45 T8432096 T38 4/14/016 46 T8432097 T39 4/14/016 47 T8432098 T40 4/14/016 48 T8432099 T41 4/14/016 49 T8432100 T42 4/14/016 50 T8432101 T43 4/14/016 51 T8432102 T44 4/14/016 52 T8432103 T45 4/14/016 PIE � 53 T8432104 T46 4/14/016 54 T8432105 T47 4/14/016 55 T8432106 T48 4/14/016 56 T8432107 V01 4/14/016 57 T8432108 V02 4/14/016 58 T8432109 V03 4/14/016 59 T8432110 VO4 4/14/016 60 T8432111 V05 4/14/016 61 T8432112 V06 4/14/016 62 T8432113 V07 4/14/016 • 2 of 2 Job Truss Truss Type ti Qty Ply T8432052 9610T0 EJ02 Jack -Open 2 1 Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:20:19 2016 Page 1 ID: wuJ4rtNI? tZpLODOPCdaDszkCp?- IPbbAyoJkIK _O ?obzQ 2-0-0 2 -0 -0 Scale: 1' =1' 2 ' 7.00 ril I i 1 IT rn oi Al 4, __, _. 1 4.111.....10 I ', 3x5 I I 3 0 -3 -0 I 2 -0 -0 0-3-0 1 -9 -0 Plate Offsets (X,Y) -- [1:0- 2- 8,0 -0 -3j LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) 1 /deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) 0.00 6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 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 FBC2014/TPI2007 Matrix -MS Weight: 9 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2 -0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEDGE Left: 2x6 SP No.2 REACTIONS. (Ib /size) 2 =48 /Mechanical, 3 =32 /Mechanical, 1= 80/0 -3 -8 Max Horz 1 =48(LC 12) Max Uplift 2= -40(LC 12), 3= -30(LC 12), 1= -28(LC 12) Max Gray 2 =48(LC 1), 3 =36(LC 3), 1 =80(LC 1) FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =oft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) zone; cantilever left exposed ; porch left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide � . `,,,"""f,I' will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. Sk i, �ER P F X 11 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 Ib uplift at joint 2, 30 Ib uplift at joint 3 %s �: Q CEN s . � 4 L i ce' e'• and 28 Ib uplift at joint 1. :� \, • No 22839 " -p ; :cc:: :9' TA F :44 •••: i1,, 1 /ONA`t lV so Walter P. Ann PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE AM-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. fits design Is based only upon parameters shown, and Is for an krdMdual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into The overall bukdng design. Bracing Indk:ated Is to prevent buckling of IndMduai truss web and /or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possfbte personal Injury and property damage. For general guidance regarding the Parke East Blvd. 6904 n, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-99 and BCSI Building Component Tampa. 04 Parke E3s Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Atexarrdda, VA 22314. 1 Job Truss Truss Type Qt' Pl y T8432053 If 9610T0 EJ06 Jack -Open 1 7 1 Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:20:19 2016 Page 1 ID wuJ4rtNI? tZpLODOPCdaDszkCp?- IPbbAyoJkIK _ ?obzQtBw 6-0-0 I I 6 -0 -0 Scale: 1/2•=1' ■ 2 1 7.00 FIY 8 m W ; m 7 1 11J, 1 Mid f` - - // 3 5x6 = _ -Q 6 -0 -0 3_b 5 -9 -0 Plate Offsets (X,Y) -- [1:Edge,0 -2 -4] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) 1 /dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.21 3-6 >345 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.18 3 -6 >398 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.03 2 n/a n/a Weight: 21 Ib FT = 20% BCDL 10.0 Code FBC2014/TP12007 Matrix -MS 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. WEDGE Left: 2x6 SP No.2 REACTIONS. (Ib /size) 2 =155 /Mechanical, 3= 82/Mechanical, 1= 238/0 -3 -8 Max Horz 1= 142(LC 12) Max Uplift 2=- 121(LC 12), 3= -74(LC 12), 1= -98(LC 12) Max Gray 2= 157(LC 17), 3= 111(LC 3), 1= 238(LC 1) FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7 -10; VuIt= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L=24ft; eave =oft; Cat. 11; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -0-0 to 3 -0 -0, Interior(1) 3 -0 -0 to 5 -11 -4 zone; cantilever left exposed ; porch left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide %�„ %%% gf,, will fit between the bottom chord and any other members. �¶ l %% D ER P R 4) Refer to girder(s) for truss to truss connections. N �� . ' 4 ♦ 5) Provide mechanical connection (by others) of truss t0 bearing plate capable of withstanding 121 Ib uplift at • joint 2, 74 Ib uplift at joint `,,�� ' � E N s•. ; ' ♦ ♦♦ • 3 and 98 Ib uplift at joint 1. No 22839 • • L *� .* * . = ,� :Q : :9. F 0• �t ♦A.r :: ♦ ♦♦FS . R % • �. • ■ �' ei,S�ON AA 0 Walter P. Rnn PE No.22839 MTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 r 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 101032015 BEFORE USE. m I Design valid for use only with MITek® connectors. lhis design is based only upon parameters shown, and Is tor an Individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate ihLs design into the overall MiTek' building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members e ni r Additional r temporary regarding p rm nent bracing is always required for stability and to prevent collapse with possible personal Injury property Ile guidance Blvd. t e E B Park as fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/1P11 Quality Criteria, DSB-89 and BCSI Building Component 6904 04 P. Parke E B Safety Information avdlab�le from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type ` Qt Ply T8432054 9610T0 EJ07 Jack -Open Supporte Gable 1 1 1 Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 S Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:20:20 2016 Page 1 ID: wuJ4rtNI ?tZpLODOPCdaDszkCp ?- mc9zNI pyVbStI1 I18JKR KIGh5Lud5ReBvUUYK1 zQtBv 6 -0 -0 I 6 -0 -0 Scale = 1:23.4 2 ,, �j 7.00 F1T m ei 1 o, r 3x4 = 3 LOADING (psf) SPACING- 2 - - CSI. DEFL. in (loc) 1 /dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.08 1 -3 >926 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.46 Vert(TL) -0.19 1 -3 >371 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -S Weight: 26 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS. All bearings 6 -0 -0. (Ib) - Max Horz 1= 152(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 1 except 2=- 140(LC 12) Max Gray All reactions 250 Ib or less at joint(s) 1, 2, 2, 3 FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.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 3 -0 -0, Exterior(2) 3 -0 -0 to 6 -0 -0 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable studs spaced at 1 -4 -0 oc. 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. x%% 11111111o v 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt =lb) ,` �% 0 � P F i i 2 =140. ` ���� \G s.. •• S'F• • L � • ei i No 2 2839 . . T. "3 • TA F l 4!/ :: Walter P. Rnn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 101032015 BEFORE USE. Design valid for use only with MITekJ connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into The overall MiTek* building design. Bracing indicated is to prevent buckling of individual Truss web and /or chord members only. Additional temporary and permanent bracing is always required tor stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the Parke Easi Blvd. fabrication, storage, delivery, erection and tracing of Trusses and truss systems, seeANSI/IPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 04 P, FL E 0 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type s ; Qty Pl T8432055 9610T0 GEB01 FLAT • 1 1 — Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:20:21 2016 Page 1 I D: wuJ4rtNI? tZpLODOPCdaDszkCp ?- EoiLaegaGvbkNBtUi t rgtW opVI8GgjnL88D6tTzOtBu 3 -1 -7 6 -1 -1 9 -0 -12 12 -0-7 15 -0 -1 18 -1 -8 3 -1 -7 2 -11 -11 2 -11 -11 2 -11 -11 2 -11 -11 3 Scale = 1:31.0 Special indicates that not all hangers have been designed. (Typical). Special 2x4 1 4x10 = 2x4 11 7x10 = 2x4 H 4x6 = L'T 15 3 4 16 6 7 I A 1 * 13 12 11 t0 9 8 g. 14 5x12 = 2x4 I I 5x10 MT2OHS = 2x4 ( 5x12 = 2 2x4 = 2x4 = 3 - - 6 - - 9 12-0 -7 l 15-0-1 18 -1 -8 3 -1 -7 2 -11 -11 2 -11 -11 2 -11 -11 2 -11 -11 3-1-7 Plate Offsets (X,Y) -- [1:0 -3- 12,0 -2 -0], [5:0- 5- 0,0 -4 -8], [7:0- 3- 12,0 -2 -0], [9:0- 6 -0,0- 2 -12], [11:0- 5- 0,0 -3 -0], [13:0- 6- 0,0 -2 -12] LOADING (psf) I SPACING- 2 -0 -0 CSI. DEFL. in (loc) 1 /dell Lid PLATES GRIP TCLL 54.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.31 11 >684 240 MT20 244/190 TCDL 5.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.44 11 >483 180 MT2OHS 187/143 BCLL 0.0 * Rep Stress Incr NO WB 0.71 Horz(TL) 0.09 8 n/a n/a Weight: 107 Ib FT = 20% BCDL 10.0 Code FBC2014/TP12007 Matrix -MS LUMBER- BRACING - TOP CHORD 2x6 SP Not TOP CHORD Structural wood sheathing directly applied or 2 -7 -15 oc purilns, BOT CHORD 2x4 SP No.1 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 5 -7 -5 oc bracing. 1- 13,3 - 13,3 -11,5- 11,5- 9,7 - 9: 2x4 SP No.2 REACTIONS. (Ib /size) 14= 1672/0 -3 -8, 8= 1672/0 -3 -8 Max Uplift 14=-438(LC 8), 8=- 438(LC 9) FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-14=-1620/444, 1 -2 =- 2889/754, 2 -3 =- 2889/754, 3 -4 =- 6143/1574, 4 -5 =- 6143/1574, 5- 6=- 2889/754, 6- 7=- 2889/754, 7 -8 = -1 620/444 BOT CHORD 12 -13 =- 1275/4915, 11- 12=- 1275/4915, 10-11=-1275/4915, 9- 10=- 1275/4915 WEBS 2 -13 =- 353/146, 4 -11 =- 1187/370, 6 -9 =- 353/146, 1 -13 =- 823/3149, 3 -13 =- 2269/619, 3 -11= 413/1375, 5- 11=- 413/1375, 5-9=-2269/619, 7-9=-823/3149 NOTES - 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 3.0psf; BCDL= 5.Opsf; h =25tt; B =45ft; L =24tt; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -7, Interior(1) 3 -1 -7 to 17 -11 -12 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 ♦, 1 ' +„", I ,, 1 1, 1 , 2) Provide adequate drainage to prevent water ponding. 3) Dead Toads shown include weight of truss. Top chord dead load of 5.0 psf (or less) is not adequate for a shingle root. Architect to ,`, ,♦O ` Q•• . E N S /4/ , verity adequacy of top chord dead load. V • F ' �i 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads, • No 22839 • 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 tit between the bottom chord and any other members. * • * 7) Bearing at joint(s) 14, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify = cc' = capacity of bearing surface. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =1b) •. jr\ TAY. F 14 =438, 8 =438. Oi• I � 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 882 Ib down and 240 Ib up at ° i �'C`" 1 Q' ` • 9 -0 -12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 0 � <(\e,.• • • • • • • • • . ` ♦ ♦ � 1, i s /O NA� E,� ♦♦ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase =1.25, Plate Increase =1.25 Walter P. Finn PE No.22839 Uniform Vert: Loads ( 14 MiTek USA, Inc. FL Cart 6634 Vert: 1 -7= 118 6904 Parke East BNd. Tampa FL 33610 Concentrated Lo (lb) Date: Vert: 4=-882 April 14,2016 I mi Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MA -7073 rev. 10103/2015 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, not a truss system. Before use, the building designer must verify the appllcab5ity of design parameters and properly Incorporate this design Into the overall MiTek* building design. B M chord indicated is to prevent buckling of Inddual truss web and /or chd members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East BNd. fabrication, storage, delivery, erection and bracing of trusses and inns systems, seeANSViPl1 Quality Criteria, OSB-E9 and BCSI Building Component Tampa. FL 33610 Safety Information avdlable Born Truss Pate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Job Truss Truss Type ,,. Qty Pl y T8432056 9610T0 HJO2 Jack -Open Girder 1 1 I Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:20:22 2016 Page 1 ID: wuJ4rtNI ?tZpL0D0PCdaDszkCp ?- i_Hjo_gC1 Djb _LSgFkMvQjL3u9fAZL7UNozfPwzQtBt 2-9-3 I I 2 -9 -3 Scale = 1:11.7 3 T ..eiguele... 4.95 FY x4 2 1 T 10 1 PM ' T _ j '= 4 ►t 3x5 II 0 -3 -8 2 -9 -3 0-3-8 2 -5 -11 • Plate Offsets (X,Y) -- [1:0- 2- 0,0 -2 -13] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) I /deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) 0.01 4 -9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.14 Vert(TL) 0.01 4 -9 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.01 3 rl/a n/a Weight: 11 Ib FT = 20% BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2 -9 -3 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. SLIDER Left 2x4 SP No.3 1 -6 -0 REACTIONS. (Ib /size) 1= 133/0 -4 -15, 3 =57 /Mechanical, 4 =26 /Mechanical Max Horz 1 =46(LC 12) Max Uplift 1= -64(LC 12), 3= -44(LC 12), 4= 26(LC 12) Max Gray 1= 133(LC 1), 3 =57(LC 1), 4 =39(LC 3) FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7 -10; VuIt= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Comer(3) zone; cantilever left exposed ; porch left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. ` ��, 4) 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, 4. ,•� �ER P. F 10 No 22839 L - *. I �-p:+ ) :cc :9 t, '°, TAT S - 0 F B OA * r 4: Walter P. Finn PE No.22839 Mffek USA, Inc. FL Cart 6634 6904 Parke East BIvd. Tampa FL 33610 Date: April 14,2016 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1 7473 rev. 10413/2015 BEFORE USE. Design valid tor use only with MITeke connectors. This design is based only upon parameters shown, and Is for an individual buNding component, not a Truss system. Before use, the building designer must verify the applicability of design Parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual dual truss web and /or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and M./SS systems, seeANSVIP11 Quality Criteria, 058-89 and BCSI Building Component 6904 04 P. Parke E 0 Safety Infofmaton available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. t Job (Truss Truss Type Qty Ply T8432057 ,,9610TO P01 Piggyback 16 1 r Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:20:23 2016 Page 1 ID wuJ4rtNI? tZpLODOPCdaDszkCp?- AAr KrgoWrScVispSt 8 y xuE j ZOdloRdbSiDxMz0tBs 13 -3 -15 6 -7 -15 6 -7 -15 6 -7 -15 Scale = 1:24.7 4x5 = 4 7.00 12 1 el " s 13 12 ■ 14 2x4 I 2x4 111 5 3 i llill6e, 6 • 7 rn 1 2 A Y ` 1. o 0 1 � 10 9 8 3x4 = 3X4 = 2x4 I 2 x4 2x4 '' 13 -3 -15 - 13 -3 -15 LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (Ioc) 1 /dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.00 6 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.00 7 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 6 n/a n/a Weight: 47 Ib FT = 20% BCDL 10.0 Code FBC2014/TPI2007 Matrix -S 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. OTHERS 2x4 SP No.3 REACTIONS. All bearings 11 -7 -10. (Ib) - Max Horz 2=- 105(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 2, 6 except 10=- 126(LC 12), 8=- 126(LC 12) Max Gray All reactions 250 Ib or less at joint(s) 2, 6 except 9= 278(LC 1), 10= 306(LC 17), 8= 305(LC 18) FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-10 =- 288/202, 5 -8= -288/202 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; VuIt= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C -C Exterior(2) 0 -3-11 to 3 -3 -11, Interior(1) 3 -3 -11 to 6 -7 -15, Exterior(2) 6 -7 -15 to 9 -7 -15 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t1111111•11 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide , P F , ��� 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) 2, 6 except (jt =lb) ,� Q. 4 ` �∎k .• GE�• ; • , � • 10 =126, B =126. .0 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, ■ or consult qualified building : i • • N 22839 designer. : * - 1 • 1. .4 1 gTA F • j • ' .R I Walter P. Ann PE No.22839 i MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 { Date: April 14,2016 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII -7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall MiT ®k building design. Bracing indicated is to prevent buckling of individual truss web and /or chord members only. Additional temporary and permanent tracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. mi. fabrication, storage, delivery, erection and bracing of Trusses and truss systems, seeANSI/TP11 Quality Criteria, DSB and BCSI Building Component Tampa, Parke 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. i Job Truss Truss Type Qty Ply I T8432058 9610T0 P02 GABLE 1 1 Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:20:24 2016 Page 1 ID: wuJ4rtNl? tZpLODOPCdaDszkCp?- eNPUDgsSZgzJEfc 3 N 90 NV 8QR y zNAlF1n g 6SmTozQtBr 5 -11 -9 11 -11 -1 5 11 9 5 -11 -9 Scale = 1:22.8 4x5 - 5 6 7.001I 4 d 1111 .; 7 c 3 r i 8 2 �', 9 14 13 12 11 10 3x4 - 3x4 11 -11 -1 I 11 -11 -1 LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(TL) n/a - n/a 999 BCLL 0.0 • Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 8 n/a n/a Weight: 49 lb FT = 20% BCDL 10.0 I Code FBC2014/TPI2007 Matrix -S 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. OTHERS 2x4 SP No.3 REACTIONS. All bearings 11 -11 -1. (Ib) - Max Horz 1 =94(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 1, 9, 2, 8, 13, 14, 11, 10 Max Gray All reactions 250 Ib or less at joint(s) 1, 9, 2, 8, 12, 13, 14, 11, 10 FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.Opsf; h =25ft; B =45ft; L =24ft; eave =2ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Comer(3) 0 -3 -8 to 3 -3 -9, Exterior(2) 3 -3 -9 to 5 -11 -9, Comer(3) 5 -11 -9 to 8-11 -9 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. , , ` ��/Illlfff�� s%o , 5) Gable requires continuous bottom chord bearing. , P F it s, 6) Gable studs spaced at 1 -4 -0 oc. \, •� /A, 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. � � � • E N 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 `,`� ‘ • • s '. •• #l, \ Ci . .• .1 '� 0 . will fit between the bottom chord and any other members. P . 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstandin g 100 Ib uplift at joint(s) s 1, 9, 2, 8, 13, 14, N 22839 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building _ r • :cc: designer. 'U 13 1 TA F ; '0 � : - 1 i �S 'O NAL ; o f ff►f1111�� 1, Walter P. Rnn PE No.22839 MfTek USA, Inc. FL Cert 6634 6904 Parke East Btvd. Tampa FL 33610 Date: April 14,2016 Q WARNING - Verily design parameters and READ NOTES ON TH AND INCLUDED MITEK REFERANCE PAGE MM -7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MITek3 connectors. This design is based only upon parameters shown, and is for an Individual buNding component, not id a truss system. Before use, The building designer must verify the applicability of design parameters and properly incorporate this design Into the overall MiTek" indicate always required for stability and prevent collapse f possble personal injury and/or chord and property der merge nFor g guidance regarding the permanent bracing 6904 Parke East BNd. fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSI/IPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, r Eas 0 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type } 1Qty Ply T84320591 , 9610T0 TOl Half Hip Girder 1 1 F1 Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:20:25 2016 Page 1 ID: wuJ4rtNI? tZpL0D0PCdaDszkCp ?- 6ZysQ0t4K85Arpl3Fxtvcl MzYoMW6mi ?w3mBJ0FzQtBq 2 -0 -0 6-0-0 2 -0-0 4 -0 -0 Scale = 1:13.2 Special 4x5 = NAILED 2 9 3 7.00 12 — — 1 0 10 4 5 2x4 NAILED Special 3x6 I I 0 -3 -0 2 -0 -0 6 -0 -0 '0-3 -0 1 -9-0 4 -0-0 Plate Offsets (X,Y) -- [1:0 -2- 12,0 -0 -3] LOADING (psf) SPACING- 2 - - CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.24 4 -5 >292 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -0.29 4 -5 >244 180 BCLL 0.0 * Rep Stress Incr NO WB 0.06 Horz(TL) 0.19 3 n/a n/a Weight: 22 Ib FT = 20% BCDL 10.0 Code FBC2014/TP12007 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (Ib /size) 3= 118 / Mechanical, 4= 134/Mechanical, 1= 252/0 -3 -8 Max Horz 1 =49(LC 8) Max Uplift 3= -86(LC 4), 4=- 111(LC 8), 1=- 160(LC 8) Max Gray 3= 118(LC 1), 4= 143(LC 3), 1= 252(LC 1) FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Tess except when shown. WEBS 2 -5 =- 257/189 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= l30mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft L =24ft; eave =oft; Cat. II; Exp C; Encl., GCpi =0.18; MW FRS (directional); cantilever left exposed ; porch left and right exposed; Lumber DOL =1.60 plate ,,", i ,, ,, f, grip DOL =1.60 ss D ER P. ��i. 3) Provide adequate drainage to prevent water ponding. A" 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,, ``Q • •y �� 5) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0-0 wide ,`�� . N o E N S� y • ��' • will fit between the bottom chord and any other members. ` N O 22839 • 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) 3 except (t =lb) = * �• = • 4= 111,1 =160. * . 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. + � 1, � = 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 88 Ib down and 120 Ib up at TA F C 2 - - on top chord, and 22 Ib down and 14 Ib up at 2 -2 -2 on bottom chord. The design/selection of such connection device(s) is the O . 4✓ ■ • responsibility of others. � 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). -',,.(.1.* • R •. •• % LOAD CASE(S) � S) Standard ei, f 0 N AL � P; � ,,∎0� 1) Dead + Roof Live (balanced): Lumber Increase =1.25, Plate Increase =1.25 ,, l fl f lti1� Un Loads (plf) 39 Vert: 1 -2= Walter P. Ron PE No.228 60, 2- 3 = -60, 4 -6 = -20 W Slte U R, Inc. FN . 22 39 Concentrated Loads (I 6904 Parke East Blvd, Tampa FL 33610 Vert 5= = 17(F) 1 10= 12(F) Date: April 14,2016 A. A WARNING - V erity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MA-7073 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. this designs based only upon parameters shown, and s for an individual building componen not a Truss system. Before use, the braiding designer must verify The applicability of design parameters and properly Incorporate the design Into the overall MiTek' building design. Bracing Indicated s To prevent buckling of individual truss web and /or chord members only. Additional temporary and permanent bracing Is always required for stability and To prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrlcatbn. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI 1 Qualify Criteria, DS8-89 and SCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T8432060 9610TO T02 Half Hip 1 1 1 Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:20:26 2016 Page 1 ID:wuJ4rtNI ?tZpLODOPCdaDszkCp ? -aIW EeMti5RD1 TyIRUaRraZW iHmvgV9F4HQxtYhzQtBp 4 -0 -0 I 6 -0 -0 4 -0 -0 2 -0 -0 4x5 = Scale = 1:18.7 2 3 1 1 7.00 � III411. ' _ Ad 1 1 5 2x4 I I 5x6 = 4 0-3 -Q 4 -0 -0 6 -0 -0 0 -3-0 3 -9-0 2-0-0 Plate Offsets (X,Y) -- 11:Edge,0 -2 -4] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) 1 /dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.14 5 -8 >520 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.25 5 -8 >284 180 BCLL 0.0 * Rep Stress Incr YES WB 0.06 Horz(TL) 0.16 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 24 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP Not 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.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (lb /size) 3 =58 /Mechanical, 4 =179 /Mechanical, 1= 238/0 -3 -8 Max Horz 1 =97(LC 12) Max Uplift 3= -42(LC 8), 4= -57(LC 12), 1= -38(LC 12) Max Gray 3 =58(LC 1), 4= 181(LC 17), 1= 238(LC 1) FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.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 -0 -0 to 3 -0 -0, Interior(1) 3 -0 -0 to 4 -0 -0, Exterior(2) 4 -0 -0 to 5 -11 -4 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 `,, �% ``","",I,, 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. , 'ER P F A.� � I� 5) This truss h been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0 -0 wide ��`, 1y- . N /4 , will fit between the bottom chord and any other members. : t. * \ E s' . •. .� 1 • 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) 3, 4, 1. No 22839 •„:. ▪ * : . * 0. — • - • : 11 , ' STATE, VF :t'./ ...: C? tos Wafter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 pa 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M8 -7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into The overall building design. Bracing indicated Is to prevent buckling of individual truss web and /or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and tracing of trusses and truss systems, seeANSUIPI1 Quality Criteria, DSB -89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avdtable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T8432061 9610T0 T03 Roof Special Structural Gable 1 1 Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:20:27 2016 Page 1 ID: wuJ4rtNI? tZpLODOPCdaDszkCp?- 3y4crhuLsILu 1 - - I 3-3-8 1 4 -7 -8 1 5 - -8 7 -3 -8 1 8 -7 -8 1 9 -11 -5 1 11 -3 -8 112 -7 -8 1 13 -11 -8 11 5 -3-8 1 16 - -8 1 17 -11 -8 1 19 -3 -8 1 20 -7 -8 1 21 -11 -8 I 2 -3 -0 1 -11 - 11 1 -3 -13 1 - 4 -0 1 -4 -0 1 -4 -0 1 -4 -0 1 -3 -13 1 -4 -3 1-4 -0 1 -4 -0 1 -4 -0 1-4 -0 1 -4 -0 1 -4 -0 1 -4 -0 1-4 -0 3 -3 -8 Scale = 1:47.5 4x5 = 10 Oki 11 12 45 7.00 12 13 7 r 2 8 26 24 22 20 - 3x4 : • : • ; : :•:•:• • :• :•: :: : : ' : :•.'v:. '::• ••:. 3x4 = ••••••••••••••••••••••••• 12 -11-0 15-3 -8 16-11-0 19-3-8 20-11-0 1 -11 -11 . 3 -8 _ . 4 -7-8 5-11 -8 7 -3-8 8 -7-8 - 8 -11 -5 11 -3-8 12 -7-8 13 -11-8 14 -11-0 16-7-8 17 -11 -8 18 -11-0 20 -7-8 21 -11-8 .0 25 -3-0 1 -11 -11 1 -3 -13 1-4-0 1-4-0 - 1-4-0 - 1-4-0 1-3 -13 - 1-4-3 1-4-0 . 3 0 1-0-8 0-11-8 1-4-0 • : 1-08 0-11-8 0-4-8 1-4-0 . : 1-0-8 0-11-8 2-4-0 0-4-8 Plate Offsets (X,Y) -- 11:0- 1- 0,0 -0 -41 LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) I /deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) -0.00 20 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.00 31 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.18 Horz(TL) -0.02 19 rile. n/a Weight: 181 Ib FT = 20 °/. BCDL 10.0 Code FBC2014/TP12007 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 10-0 -0 oc purlins. BOT CHORD 2x4 SP No.2 `Except* BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. 2- 39,8 -33: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. All bearings 7 -11 -9 except W.-length) 25= 0 -1 -8, 21= 0 -1 -8, 29= 0 -1 -8, 27= 0 -1 -8, 23= 0 -1 -8, 19= 0 -1 -8. (Ib) - Max Horz 39=- 202(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 39, 33, 37, 34, 25, 21, 35, 36, 27, 23, 19 except 38=- 149(LC 11) Max Gray All reactions 250 Ib or Tess at joint(s) 33, 33, 37, 34, 25, 21, 35, 36, 38, 27, 23, 19 except 39= 272(LC 18), 29= 269(LC 1) FORCES. (ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 8- 9=- 200/250, 9- 10=- 214/276, 10-11=-217/279, 11 -12 =- 198/255 NOTES - 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= l3Omph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.Opsf; h =25ft; B =45ft; L =25ft; eave=4ft; Cat. ,,���� ► ► ►► 11; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -2 -1 to 3 -3 -8, Interior(1) 3 -3 -8 to 12 -7 -8, Exterior(2) 12 -7 -8 to `� I 15 -7 -8 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 ,0 -(ER P. p � 3) All plates are 2x4 MT20 unless otherwise indicated. •, ``P /, 1 , 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `�� N •. *‘ G E N s • Y 0 j 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. No 22839 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 25, 21, 29, 27, 23, 19. ■ * � • • * .. le 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 39, 33, 37, 34, 25, • 21, 35, 36, 27, 23, 19 except (jt =lb) 38 =149. -� • • : (r .,� �, ss ,O N A� E � Ca ,. � I ►► ►►ri U r %% Walter P. Finn PE No.22839 MiTek USA. Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 4 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIf -7473 rev. 10103/201S BEFORE USE. Design valid for use only with MITeke connectors. This design is based only upon parameters shown, and is for an Individual buNding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate Ibis design Into the overall Mire k' building design. Bracing indicated Is to prevent buckling of individual truss web and /or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the II I Blvd. e East st fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 04 P. Parke East Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job I Truss Truss Type I Qty PIy T8432062 19610T0 T04 Roof Special 1 1 Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:20:28 2016 Page 1 ID: wuJ4rtNl? tZpL0D0PCdaDszkCp?- X8e? 2 ?TJf_bltafYz xhNIkQzcZzQtBn 12 -9 -8 I 6 -0 -8 11 -9 -8 12-7 1 6 -0-8 5-9 -0 b.16 a2 -o 2x4 II Scale = 1:52.6 2x4 I I 4 3 7.00 Fr 11 3x4 2 0 i a 10 3x4 i _. 2x4 = 9 B 3x4 - 2x4 11 2x4 H I 3x4 = 12 -9.8 11 -9 -2 11-p-8 1 6-0-8 I 6-0-8 5-8-10 ah 1-0-0 Plate Offsets (X,Y) -- [1:0- 1- 4,0 -1- 8],[2:0 -1- 12,0 - 1 - 81,[ -1- 12 -1 -8 ] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) 1 /deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.03 8 -9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.07 8 -9 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.57 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 91 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc puffins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 3 -7: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib /size) 9= 457/0 -6 -12, 7= 543/0 -5 -4 Max Horz 9= 299(LC 12) Max Uplift 7=- 274(LC 12) Max Gray 9= 457(LC 1), 7= 585(LC 17) FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1- 2=- 454/0, 1- 9=- 404/38 BOT CHORD 8-9=-368/393, 7 -8 =- 206/434, 6- 7=- 281/184, 3 -6 =- 303/223 WEBS 2- 7=- 555/263, 1 -8 =0/253 NOTES - 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; 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 12 -7 -12 zone ;C -C for , members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 ,` ,, � ��ER P � � � ,,' 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11 , 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 `` .$ b . \ .• • E NS •' �' � ' will fit between the bottom chord and any other members. ♦ F . �i 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =1b) • \' 7 =274. No 22839 F * i N t s • . . R % .. c.? ��� '�i - IIIIl1110" Wafter P. Finn PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MIMIC REFERANCE PAGE MII-7473 rev. 1aV3 315 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, not a truss system. Before use, the bullring designer must verify The applicability of design parameters and properly incorporate this design into the overall MiTek* building design. Bracing indicated Is to prevent buckling of Individual truss web and /or chord members n general temporary cts rding the nenl bracing Is always required for stability and to prevent collapse with possible personal mklry and property a9 g fabrication, storage. delivery, erection and bracing of trusses and truss systems. seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI B 6904 Parke East Blvd. ng Com Tampa, 04 FL East 0 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. i I Job I Truss Truss Type ` Qty Ply T8432063 9610T0 T05 Roof Special 2 1 Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:20:29 2016 Page 1 I D:wuJ4rtNl ?tZpL0D0PCdaDszkCp ? -? KC NGNwbOMbcKQUOAi_YCC7Ad_ ?fiJO W _09X9OzQtBm 12 -9 -8 6 -0 -8 11 -9 -8 12 -7 -8 6 -0 -8 5 -9 -0 0-10-8 . 0-2-0 , , 3x4 = 3x4 i Scale = 1:53.2 3x4 = 3x4 = 3 3x4 = r 7.00 10 2x4 11 r7 2 0 a I o r; 05 411 3x4 i 1 i H .i■- ig i 7 11 6 2x4 Il 8 2x4 II 3x8 = 2x4 II 6 -0 -8 11 -9 -8 12 -9 -8 6 -0 -8 5-9-0 1 -0-0 Plate Offsets (X,Y) -- [1:0- 1- 8,0 -1 -8] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) I /deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.52 Vert(LL) -0.07 6 -7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.15 6 -7 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.89 Horz(TL) -0.07 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 I Matrix -MS Weight: 94 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purtins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 5 -6: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9 -5 -1 oc bracing. WEBS 2x4 SP No.3 WEBS Web Brace: Length (member) 5 -5 -8 (3 -4); OTHERS 2x4 SP No.3 REACTIONS. (lb /size) 8= 500/0 -5 -8, 4 =500 /Mechanical Max Horz 8= 344(LC 12) Max Uplift 8 = -8(LC 12), 4=- 254(LC 12) Max Gray 8= 500(LC 1), 4= 604(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 524/0, 2- 3=- 597/211, 1 -8 =- 448/61, 3 -4 =- 575/331 BOT CHORD 7-8=-386/412 WEBS 2- 7=- 557/362, 1- 7= 0/330, 3- 7=- 399/835 NOTES - 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.Opsf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. vertical C; left exposed;C-C 1 for members and forces & MW RS�for reactions shown; Interior DOL 1 60 plat e grip DOL =� 60 end ,`,, ��1 eR 11 .111 4 4, 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .•� ��.......... � 4. Y ,e V 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide `�� • . • . G E s'. . ; �� • will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 4) Refer to girder(s) for truss to truss connections. • No 22839 I. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8 except (jt =lb) = * �� • � 4 =254. ' A' 7 :c I. 1 .1 TA ' F :0 : - 4/111110. Walter P. Ann PE No.22839 MfTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 1 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MN7473 rev. 10103/2015 BEFORE USE. i Design valid for use only with MITek® connectors. This design is based only upon parameters shown. and Is for an individual building component. not 1 a truss system. Before use- the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and /or chord members only. Additional temporary and permanent bracing MiTek' !I is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the e Et Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/lPI T Quality Criteria, 058-89 and SCSI Building Component 6904 04 P. Parke E asas t 0 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. ■ Job Truss Truss Type • . Qty Ply l T8432064 9610T0 T06 Flat Girder 1 1 Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:20:30 2016 Page 1 ID: wuJ4rtNI? tZpLODOPCdaDszkCp ?- TXmITjxD9gjTya3DjQvr 90ZNFTRocfC2v4hSzQtBI -0- 3 -11 -4 I 7 -10 -8 I 04 -8 3 -11 -4 3 -11 -4 Scale = 1:49.4 3x4 = 3x4 = 3x4 = 1 2 3 1 i - 5 9 4 8 7 6 JUS24 3x4 — 5x6 = 2x4 11 2x4 i1 JUS24 1 -10 -8 2- 3 -11 -4 7 -10 -8 I 1 -10 -8 0--121 -10-0 1 3 -11 -4 Plate Offsets (X,Y) -- [5:0- 3- 0,0 -3 -0] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) 1 /dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.06 4 -5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.11 4 -5 >612 180 BCLL 0.0 * Rep Stress Incr NO WB 0.67 Horz(TL) 0.00 4 n/a n/a Weight: 96 lb FT = 20% BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc puffins, BOT CHORD 2x4 SP No.1 except end verticals. WEBS 2x4 SP No.3 `Except` BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. 2 -6: 2x6 SP No.2 REACTIONS. (Ib /size) 4= 593 /Mechanical, 6= 1225/0 -5 -8 Max Uplift 4=- 378(LC 4), 6= 347(LC 4) Max Grav 4= 597(LC 25), 6= 1273(LC 25) FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1- 7= 0/353, 3-4=-342/274 WEBS 1-6=-439/0, 2 -6 =- 1011/440, 2- 5=- 285/741, 3- 5=- 236/292 NOTES - 1) Wind: ASCE 7 -10; Vuit= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.Opsf; h =25ft; B =45ft; L =24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi =0.18; MW FRS (directional); Lumber DOL =1.60 plate grip DOL =1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide 111 1 ` 0 , ,� will fit between the bottom chord and any other members. `, , % 1 %' R P F / 5) Refer to girder(s) for truss to truss connections. • ......... , Y e ENs .; / 0 i • 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =1b) `.. � •• � F ' ' a= P 6=347. No 22839 7) Use e U S JUS24 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2 -0 -0 oc max. starting at 4 -0 -12 from the • • left end to 6 -0 -12 to connect truss(es) to back face of bottom chord. " * � • : 8) Fill all nail holes where hanger is in contact with lumber. �"s * • 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). = 9 J� 4 :9 1 " J TA F • tr ,� LOAD CASES) Standard Q;•, '. ,i r i i .%,4.; � � 1) Dead + Roof Live (balanced): Lumber Increase =1.25, Plate Increase =1.25 i° #' ` , , J R , Q' t ` s ■ Uniform Loads (plf) Concentrated Loads (Ib) 4-8=-20 i '/ Ai ' ion Vert: 8=-246 246 5= 480(B) 9= 480(B) Walter P. Rnn PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 I i 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MFTEK REFERANCE PAGE MII -7473 rev. 10103/2015 BEFORE USE. mll I Design valid for use only Witt MITekS connectors. This design is based only upon parameters shown, and Is for an individual building component, not III a truss system. Before use. the bolding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall re MiTek' Iwgding design. Bracing Indicated is to prevent buckling of individual web and /or chord members or$ general g regarding the rent bracing is always required for stability and to prevent collapse with possible personal Injury and property For 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeA NSVIPl1 Quality Criteria, DSB -89 and BCSI Building Component Tampa, FL 33610 Safety Information available from truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Oty Ply T8432065 i 9610T0 T07 Roof Special Girder 1 1 Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:20:30 2016 Page 1 ID: wuJ4rtNl? tZpLODOPCdaDszkCp ?- TXmITjxD9gjTya3DjOV nkPgOeNPFRusfC2v4hSz0tBl 0 -8 4 -4 -0 7-10-8 0 -I -8 4 -4 -0 3 -6 8 3x4 = 3x4 — 3x4 = Scale = 1:40.2 1 2 3 V) V) i in P ro 0 ■ di 3x4 = o o �� 2x4 II 8 �i 6 9 7 2x4 I I 3 X 4 = 2x4 I I 1 -10-8 4-4 -0 7 -10 -8 1 -10-8 2 -5-8 3-6- LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) 1 /dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.01 4 -5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.02 4 -5 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.27 Horz(TL) 0.01 4 n/a n/a Weight: 78 lb FT = 20% BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc puffins, BOT CHORD 2x4 SP No.2 *Except` except end verticals. 2 -6: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib /size) 4= 143 /Mechanical, 7= 601 /0 -5 -8 Max Uplift 4=- 128(LC 17), 7=- 260(LC 4) Max Gray 4= 195(LC 13), 7= 601(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 1- 7=- 277/140, 2- 7=- 316/163 NOTES - 1) Wind: ASCE 7 -10; Vult= l30mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.Opsf; h =25ft; B =45ft; L =24ft; eave =4tt; Cat. 11; Exp C; Encl., GCpi =0.18; MW FRS (directional); Lumber DOL =1.60 plate grip DOL =1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. ,, ��� 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) ,, " ER P p � A I, � 4= 126,7 =260. • ��.••• ,v ' � • , 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 132 Ib down and 77 Ib up at • „∎� ' •..• ••• N C E s •.. , . . -0-1-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. • • No 22839 : • LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase =1.25, Plate Increase =1.25 * • Uniform Loads (plf) -p .. Vert: 1 -3 = -60, 6- 9 = -20, 4-5=-20 9 TA F : 0 Concentrated Loads (Ib) Vert 9= -132 .. • Q' -. - , vs,: ' O N At- � ss Walter P. Finn PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1h7473 rev. 10/03/2015 BEFORE USE. Design valid tor use only with MITek® connectors. ids design is based only upon parameters shown, and is for an individual building component, not a I a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and /or chord members only. Additional temporary and permanent bracing MiTek” k always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Parke East BNd. fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/IPI t Quality Criteria, DSB-89 and SCSI Building Component 6904 04 P, Parke 33610 '` Safety Information avdlable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 'Job Truss Truss Type Qty Ply T8432066 9610TO T08 Roof Special Girder 1 1 Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8 .010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:20:31 2016 Page 1 I D: wuJ4rtNI? tZPLODOPCdaDszkCp?- xjK 7 h 3 xrwzrKakePH 700 Hd DbKnIXAMF p RieeDuzOtBk -0 -8 4 -4-0 I I 7 -10 -8 't 0 -' -8 4 -4 -0 3 -6 -8 Scale = 1:33.3 3x4 = 3x4 = 3x4 = 1 2 3 - I _m r m ( .2 y u Il JMi IT 3)(4 = o otm al 2x4 11 ►tea 6 9 8 7 2x4 II 3x4 = 2x4 II 1 -10 -8 4 -4 -0 7 -10 -8 1 -10-8 2 -5-8 3 -6-8 LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) I /deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.01 4 -5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.02 4 -5 >999 180 BCLL 0.0 * Rep Stress lncr NO WB 0.20 Horz(TL) 0.01 4 Na Na Weight: 68 lb FT = 20% BCDL 10.0 Code FBC2014/TP12007 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc puffins, BOT CHORD 2x4 SP No.2 'Except` except end verticals. 2 -6: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb /size) 4= 139 /Mechanical, 7= 616/0 -5 -8 Max Uplift 4=- 129(LC 17), 7=- 296(LC 4) Max Grav 4= 202(LC 13), 7= 616(LC 1) FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 1- 7=- 298/175, 2- 7=- 328/178 NOTES - 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.Opsf; h =25ft; B =45ft; L =24ft; eave =oft Cat. II; Exp C; Encl., GCpi =0.18; MW FRS (directional); Lumber DOL =1.60 plate grip DOL =1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. ` 11 � 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 (jt =1b) `, ,�. P �-� ER P F AA I, 4= 129,7 =296. •• •Y ,. • 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 143 Ib down and 104 Ib up at `,,�� ' • .. • ........ . N S �' �� , • -0-1-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. No 22839 • 1. LOAD CASE(S) Standard * : • ' 1) Dead + Roof Live (balanced): Lumber Increase =1.25, Plate Increase =1.25 ••• • , Uniform Loads (plf) � '0 Vert: 1- 3 =-60, 6- 9 = -20, 4-5=-20 1.1 • TA F `� Concentrated Loads (Ib) 4 / Vert: 9=-143 i •� Q' "" •, i S , R % • � �� ���i, S' ......... A • ��,,, I1 Ifffi11111 1 ` - Walter P. Finn PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL. 33610 Date: April 14,2016 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MS -7473 rev. 10/173!2015 BEFORE USE. Design valid for use only with MITek® connectors. This design k based only upon parameters shown, and Is for an IndMdual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate Ihk design Into the overall MiTek and building design. Bracing indicated is to prevent buckling of individual truss web and /or chord members e e only. For Additional guidance regarding the permanent bracing k always required for stability and to prevent collapse with possible personal injury and property Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and m 6904 muss systems, seeANSI/TPI I Quality Criteria, DSB -89 and SCSI Building Component Tampa, 04 Parke East 0 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T8432067 9610T0 T09 Roof Special Girder 1 1 Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:20:32 2016 Page 1 ID: wuJ4rtNl? tZpL0D0PCdaDszkCp ?- PvtVuPyThHzBBtDbrrYFpglm1 B5kvgQygMOBILzQtBj -0 1 - 4 -4 -0 1 7 -10 -8 I 0-1-8 4 -4 -0 3-6-8 3x4 = 3x4 = Scale = 1:26.8 1 3x4= 2 3 M n m _ m cb a 0 3 r _ MI 3 x4 = 4 0 =, 2x4 I 8 M. 6 9 7 2x4 11 2x4 I 3x4 = 1 - - 4 -4 -0 7 -10 -8 1 -10-8 2 -5 -8 3-6 -8 LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.01 4 -5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.02 4 -5 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.14 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 58 Ib FT = 20% 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 `Except` except end verticals. 2 -6: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib /size) 4= 141 /Mechanical, 7= 608/0 -5 -8 Max Uplift 4=- 117(LC 17), 7=- 274(LC 4) Max Grav 4 =198(LC 13), 7= 608(LC 1) FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 1 -7 =- 305/164, 2 -7 =- 341/179 NOTES - 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MW FRS (directional); Lumber DOL =1.60 plate grip DOL =1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. `,'� �� 5) Refer to girder(s) for truss to truss connections. ` �I 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) ,,,. -' ER P. F A, 4= 117,7 =274. �N` _ O.; /4 :, 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 137 Ib down and 88 Ib up at V �G E JV S+ �'.; a � j -0 -1 -8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. ` F \.' • 0 , No 22839 L LOAD CASE(S) Standard :1 1) Dead + Roof Live (balanced): Lumber Increase =1.25, Plate Increase =1.25 - * : • i m,. * • Uniform Loads (plf) � -fl .• �1 Vert: 1-3=-60, 6- 9 = -20, 4-5=-20 r�: Concentrated Loads (Ib) : TAYE, F �' Vert: 9= 137 ' 1i, , AN •;f . R 1^ Pry 0 \ , •�, • , Walter P. Ann PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 P im A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0-7473 rev. IGV3/2015 BEFORE USE. „ Design valid for use only with MITekS) connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek* building design. Bracing indicated is to prevent buckling of Individual truss web and /or chord members only. Additional temporary and permanent bracing collapse is always required for stability and to prevent copse with possible personal injury and property damage. For general guidance regarc ing the e East BBlvd. fabrication, storage, delivery, erection and bracing of Trusses and truss systems, seeANSI/IPI I Quality Criteria, DSB 6904 Park ast -89 and BCSI Building Component 8904 P, Parke 3s Safety Information avdlable from Truss Flat Male Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ,Job ITruss Truss Type • Qty Ply . T8432068 • 9610T0 1710 Roof Special Girder 1 1 Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:20:33 2016 Page 1 ID wu J4rtNI? tZpLODOPCdaDszkCp?- t6Ru 61 z 5 Rb 51 p 1 onPY 3UM21x7bOVeIH6u07kInzQtBi 4-4-0 6 -2 -8 7 -10 -8 -0-1,-8 -1 8 1-10-8 8 1 -8 0 0 -1 -8 4-4-0 7.00 F1T 2x4 11 Scale = 1:25.5 4 3x4 = 4x5 = 13x4 2 w EiPP NI co m m m c' �� w1 0 w -. 3x4= 5 0 3x4 — OM II 7 10 2x4 I I 8 2x4 II 3x4 = 1 -10 -8 4 -4 -0 7 -10 -8 1 -1 -8 2 - 3-6-8 LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) 1/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.01 5 -6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.02 5 -6 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.10 Horz(TL) 0.01 5 r1/a n/a Weight: 53 Ib FT = 20% BCDL 10.0 Code FBC2014/rP12007 Matrix -MS 1 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc puffins, BOT CHORD 2x4 SP No.2 'Except* except end verticals. 2 -7: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib /size) 5= 148 /Mechanical, 8= 586/0 -5 -8 Max Horz 8 =35(LC 8) Max Uplift 5=- 144(LC 21), 8=- 333(LC 4) Max Gray 5= 233(LC 13), 8= 620(LC 26) FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Tess except when shown. WEBS 1 -8 =- 368/253, 2 -8 =- 361/198 NOTES - 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.Opsf; h =25tt; B =45ft; L =24ft; eave=4ft; Cat. II; Exp C; Encl., GCp1=0.18; MWFRS (directional); Lumber DOL =1.60 plate grip DOL =1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide ,01 1111111//1 4. will fit between the bottom chord and any other members. , `�� -cER P. F 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 (jt =1b) `,�p'.• ........ E N • ��,`� 5= 144,8 =333. • \ S ••• • , 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 177 Ib down and 142 Ib up at �•� •• ∎ -0 -1 -8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. No 22839 i • *: •* LOAD CASE(S) Standard * } • 1) Dead + Roof Live (balanced): Lumber Increase =1.25, Plate Increase =1.25 r,.-0. r .; • Uniform Loads (plf) r Vert: 1- 3 = -60, 3- 4 = -60, 7- 10 = -20, 5 -6= 20 :9 7 . S TATE, F P i Concentrated Loads (Ib) • • �,'.i, P= Z• Vert: 10=-121 �; s •`••. •. .••' � ' ` 1 4 ON Walter P. Rnn PE No.22839 MiTek USA, Inc. Fl_ Cart 6634 6904 Parke East Blvd. Tampa FL 33619 Date: April 14,2016 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MB -7473 rev. 10/03/2016 BEFORE USE. N Design valid for use only with MITek® connectors. This design Is based only upon parameters shown. and 5 tor an ndMdual building component, not a huss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overdl MiTek 6904 Parke East Blvd. Is A ng design. Bracing indicated Is to prevent buckling of individual rs truss personal injury a nd/or property damage. for _general l tem guidance r the anent bracing 5 fabrication, storage, days required for delivery, y and to prevent collapse with possible 0SB-89 and SCSI Building Component Tampa. FL 33610 Safety Information a diable from Truss Plate institute, ut 218 �N. Lee Stree . Suite 31 Alexandria, VVA 22 Criteria, Job Truss Truss Type Qty Ply 9610T0 T11 Roof Special Girder 1 1 78432069 Building Component Supply, Jacksonville, Fl 32256 Job Reference (optional) 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:20:33 2016 Page 1 0 1 8 ID: wuJ tZpLODOPCdaDszkCp ?- t6Ru61z5Rb51 p1 onPY3UM21u7bNJe136u07klnzQtBi 4 -2 -8 0-1-8 4 -2 -8 3 -8 -0 2x4 11 Scale = 1:25.5 3 7.00 rir • 4x5 = 1 3x4 = 1 r M I .. I . M . M M I . K i S cr co ow wo Pi Al 7 6 Et 4 2x4 II 5 3x4 = 3x4= 1 -10 -8 1- 4 -2 -8 7 -10 -8 1 -10 -8 0 -2 -12 2 -1 -4 3 -8 -0 I LOADING (psf) SPACING- 2 - - CSI. DEFL. in (loc) 1 /dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.03 4 -5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.08 4 -5 >826 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.12 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix -MS Weight: 45 lb FT = 20"/ LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 7 -10 -8 oc puffins, BOT CHORD 2x4 SP No,2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. REACTIONS. (lb /size) 5= 706/0 -5 -8, 4= 114 /Mechanical Max Horz 5 =83(LC 8) Max Uplift 5=-242(LC 5), 4 =- 161(LC 21) Max Gray 5= 706(LC 1), 4= 237(LC 13) FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 227/406 WEBS 1 -5 =- 537/300, 2 -5 =- 422/186 NOTES - 1) Wind: ASCE 7 -10; VuIt= l30mph (3- second gust) Vasd =101mph; TCDL= 5.0psf; BCDL= 5.Opsf; h =25ft; B =45ft; L =24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi =0.18; MW FRS (directional); Lumber DOL =1.60 plate grip DOL =1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf 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. ,,, ‘011111//1 ,,,, 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 (jt =1b) � P F , P 5=242,4=161. � Q'•\G 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 207 Ib down and 105 Ib up at ♦ V F .•• • -0 -1 -8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. i • • No 22839 L • OAD CASE(S) Standard r. * : * - 1) Dead + Roof Live (balanced): Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) -0 t .i "�°+� ;�* Vert: 1 2 = - 60, 2 3 = - 60, 4 - 7 = - 20 ` Q • Concentrated Loads (Ib) ' TAY8 F : i .7 Vert: 7=-207 OT Z �' N Al- � • Walter P. Rnn PE N122839 MITek USA, Inc. R Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MITeidD connectors. This design Is based only upon parameters shown, and Is for an individual building component. not will a truss system. Before use, the building designer must vedty the applicability of design parameters and properly incorporate this design Into The overall building design. Bracing indicated Is to prevent buckling of Individual truss web and /or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPl l Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avdiable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type 961070 • 0 tY Ply 712 ROOF SPECIAL GIRDER 1 1 T8432070 Building Component Supply, Jacksonville, Fl 32256 Job Reference (optional) 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:20:36 2016 Page 1 6 12 - ID: wuJ4rtNI? tZpLODOPCdaDszkC I h 70 km?_ kWTcgVWM4gcB _gwHkoFXrSpYb_MPv6zOtBf t I 19 -3 -0 22-9-8 25 -0-4 31 -11 -10 6-0-8 6 -7 -0 6-7-8 1 3-6 -8 1 2 -2 -12 6 -11 -6 I 38 -11 -0 1 44 -11 -0 6 -11 -6 6 -0 -0 5x6 = 2x4 H Scale = 1:94.7 7.00 12 3 4 NAILED 4x12 = NAILED NAILED 3x6 = 3x4 5x6 = N 2x4 NAILED NAILED 2 5 6 NAILED 8 NAILED 9 5x8 = 4x5 29 30 31 32 3334 .�- i �' cy' w' . 10 m o 1 x'"'18 . _ ._�,�.-. �.r_.,��,�,�,� ► - I ca 372 38 39 17 40 15 '1 NAILED 13 NAILED 11 NAILED 4x6 O I° o l 24 23 22 36 3x4 II 3x8 = 3x5 43 44 45 46 12 47 48 49 3x5 4x10 = 2x4 NAILED NAILED 2x4 I I NAILED 4x10 = 3x6 = 2x4 NAILED 5x10 MT2OHS = NAILED 2x4 NAILED NAILED 3x5 = NAILED 3x5 I I NAILED NAILED 6x12 = 13-9-8 1 6-0-8 11-9 -8 12-7 19 -3-o n -9-8 25-0-4 31 -11 -10 6-0-8 I 5-9-0 4100 SSR 36$ 1 2 -2 -12 6-11-6 6- 1 44 -8-0 44-hi-0 1 -2.0 5-9-0 0-9b Plate Offsets (X,Y) -- [2:0 -1- 12,0 -1 -8], [6:0- 4- 8,0- 1 -12], [9:0- 5- 8,0 -2 -0], [10:0- 3- 0,0 -0 -3], [13:0 -3- 12,0 -2 -0], [14:0- 3- 0,0 -1 -8], [16:0- 2- 0,0 -1 -8], [17:0 - 12,0 - - 8], [19:0- 6- 0,0 -3 -4], [21:0- 5- 0,0 -1 -8], [23:0- 3 -0,0 -2 -0], [24:0 -2- 12,0 -1 -8] LOADING (psf) SPACING 2 - CSI. DEFL. in (loc) 1 /deft IA PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0. 34 17 -18 >877 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.90 I Vert(TL) -0.53 17 -18 >567 180 MT2OHS 187/143 BCLL 0.0 • Rep Stress Incr NO WB 0.95 Horz(TL) 0.02 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 270 Ib FT = 20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied or 3 -0-9 oc puffins, 4- 5,7 -9: 2x4 SP No.1 except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5 -5 -0 oc bracing. 3- 22,16 - 19,12 -15: 2x4 SP No.1, 20 -21: 2x6 SP No.2 WEBS 1 Row at midpt 6 -14 18 -20: 2x4 SP No.3 T- Brace: 2x4 SP No.3 - 5 -19, 6 -17, 6 -13 WEBS 2x4 SP No.3 "Except' Fasten (2X) T and I braces to narrow edge of web with 10d 6- 17,2 -19: 2x4 SP No.2, 6- 14,8 - 13,9 -11: 2x4 SP No.1 (0.131 "x3 ") nails, 6in o- c.,with Sin minimum end distance. OTHERS 2x4 SP No.3 Brace must cover 90% of web length. WEDGE Right: 2x6 SP No.2 REACTIONS. (lb /size) 24= 1320/0 -5 -8, 14= 3634/0 -5 -8, 10= 1326/0 -3 -8 Max Horz 24=- 259(LC 6) Max Uplift 24=- 565(LC 8), 14=- 2362(LC 8), 10=- 934(LC 8) Max Gray 24= 1320(LC 1), 14= 3634(LC 1), 10= 1335(LC 18) FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1- 2=- 1672/776, 2- 3=- 2038/1132, 3- 4=- 1938/1171, 4 -5 =- 1807/996, 5-6 =- 2121/1243, `�/11111/� 6 -8 = 1620 -9 = 16 20/1366,9 -10 =- 1926/1387,1 -24 =- 1264/589 ` � �I� BOT CHORD 23- 24=- 193/296, 22 -23 =- 520/370, 19- 21=- 346/643, 20-21=-410/337, 18- 19=- 1386/2572, s� -(ER P R 1i, 17 -18 =- 1119/2182, 16- 17=- 711/478, 13 -14 =- 587/395, 11 -13 =- 1117/1615, ♦ ♦,.C* NV.* \G E n iSF.�le • �� 10-11=-1107/1600 WEBS 2 -23 =- 744/471, 5 -19 =- 850/531, 5 -17 =- 943/442, 6 -17 =- 1809/3238, 14-16=-3461/2283, 6 -16 =- 3374/2215, 6 -13 =- 1846/2485, 8 -13 =- 816/583, 9 -11 =- 278/501, 1 -23 =- 545/1320, NO 22839 • 19-23=-980/2065, 2 -19 =- 397/434, 4- 19=- 905/1634 * _ NOTES 1 , * ., 1) Unbalanced roof live loads have been considered for this design. �� � T Ay F u 2) Wind: ASCE 7 -10; Vult =130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =45ft; eave =5ft; Cat. ,. Q, ] ♦ • II; Exp C; Encl., GCpi =0.18; MW FRS (directional); cantilever right exposed ; end vertical left exposed; porch right exposed; Lumber ..• A" • Q' , 4. DOL =1.60 plate grip DOL =1.60 R , ....1. \ � 3) Provide adequate drainage to prevent water ponding. ij '' ss `O N AL �` �,, 4) All pla are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. � ���1111111�� &,, 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 Walter P. Finn PE No -22839 will fit between the bottom chord and any other members. MiTek USA, Inc. FL Cert 6634 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (t =1b) 6904 Parke East Blvd. Tampa FL 33610 24 =565, 14 =2362, 10 =934. Date: 8) Use USP JUS24 (With 10d nails into Girder & 10d nails into Truss) or equivalent at 12 -10 -4 from the left end to connect truss(es) to April 14,2016 nrftlgotr#A¢eiefgae4t0m chord. Q WARNING • Ver! design r. Verily g parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 70/01/2015 BEFORE USE. Design valid for use only with MiTek3 connectors. this design Is based only upon parameters shown- and is for an IndMduai building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall bu is ildng design. Bracing indicated Is to prevent buckling of Individual truss web and /or chord members only. Additional temporary and permanent bracing MiTek* always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job I Truss Truss Type Qty Ply 9610T0 T12 ROOF SPECIAL GIRDER 1 1 T8432070 Building Component Supply, Jacksonville, Fl 32256 Job Reference (optional) 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:20:36 2016 Page 2 NOTES I D:wuJ4rtN I ?tZpLODOPCdaDszkCp ? -I h70km ?_kW TcgV W M4gc6gwHkoFXrSpYbM Pv6z0tBf 9) Fill all nail holes where hanger is in contact with lumber. 10) "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. 11) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 4 =-60, 4-5=-60, 5- 9 = -60, 9- 10 = -60, 22- 24 = -20, 20- 21 = -20, 16- 18 = -20, 15- 26 = -20 Concentrated Loads (lb) Vert: 7=-95(F) 9= -95(F) 12= -62(F) 6 =- 120(F) 11= 62(F) 30 = -95(F) 31 = -95(F) 33 = -95(F) 34 = -95(F) 35 = -95(F) 36 =- 573(F) 38 =- 123(F) 39 =- 119(F) 40— 121(F) 41=- 128(F) 42= -94(F) 43= -62(F) 44=-62(F) 45= -62(F) 46= -62(F) 47= -62(F) 48=- 159(F) 49=- 114(F) WARNING - v sally design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mp -7473 rev. 70/0312015 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, not . a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and /or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPl Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avdiabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty Ply 9610T0 T13 Roof Special 1 1 T8432071 Building Component Supply, Jacksonville, Fl 32256 Job Reference (optional) 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:20:37 2016 Page 1 ID: wuJ4rtNI? tZ p LODOPC daDszkCp? - mthOx 6-0-8 12 -7 -8 1p - 17 -3 -0 1 22 -9 -8 1 25 -0 -4 30 -11 -10 36 -11 -0 l 44 -11 -0 6-0-8 6 -7 -0 1 -2 -0 3 -5 -8 5 -6 -8 2 -2 -12 5 -11 -6 5 -11 -6 8 -0 -0 Scale = 1:85.7 5x6 = 3 4 1 7.00 12 f 5x6 = 4x10 = 3x6 = 5x8 3x4 i 30 5 g 8 9 S 9 33 4x5 i 34 1 m /c.���•w'-�19 1 -. '- .. - - t0 ire' i _,. 36 37 1 . . 0 1.1 o 21 15 14 13 11 3x8 H , 4x10 = 25 24 2 3 35 3x4 1 3x5 ( 3x8 = 12 3x8 = 5x8 = 3x4 I I 3x6 = 1 6 -0 -8 11 -9 -8 1 13 -9 - 17 -3 -0 22 -9 -8 1 25 -0 -4 1 30 -11 -10 36 -11 -0 44 -8 -0 44 -11 -0 6-0-8 5 -9 -0 2 -0-0 3 -5 -8 5 -6 -8 2 -2 -12 5 -11 -6 5 -11 -6 7 -9 -0 040 Plate Offsets (X,Y) -- [2:0- 1- 12,0 -1 -8], [9:0 -3 -4, Edge], [10•0- 3- 8,Edge], [14:0 -2- 12,0 -1-8], [17:0- 2- 0,0 -0 -8], [20:0 -2- 12,0 -2-8] LOADING (psf) SPACING 2 - - CSI. DEFL. in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.26 11 -28 >911 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.29 11 -28 >810 180 BCLL 0.0 ` Rep Stress Incr YES WB 0.88 Horz(TL) 0.02 10 n/a n/a BCDL 10.0 Code FBC2014TTPI2007 Matrix -MS Weight: 279 Ib FT = 20% LUMBER BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -7 -9 oc puffins, BOT CHORD 2x4 SP No.2 `Except' except end verticals. 3- 23,19 - 21,15 -17: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6 -14 WEDGE Right: 2x6 SP No.2 REACTIONS. (Ib /size) 25= 903/0 -5 -8, 14 =1997/0 -5 -8, 10= 681/0 -3 -8 Max Horz 25=- 259(LC 10) Max Uplift 25=- 256(LC 12), 14=- 762(LC 12), 10. 486(LC 12) Max Gray 25= 903(LC 1), 14= 1997(LC 1), 10= 696(LC 22) FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1083/387, 2 -3 =- 1061/446, 3 -4 =- 1112/532, 4 -5 =- 1225/613, 5 -6 =- 956/442, 6-8 =- 418/733, 8- 9=- 418/733, 9- 10=- 875/910, 1 -25 =- 855/339 BOT CHORD 24 -25 =- 189/292, 19-20=-98/814, 18- 19=- 97/825, 17- 18=- 384/98, 14-15=-350/14, 13- 14=- 375/87, 11 -13 =- 661/668, 10 -11 =- 652/663 WEBS 2- 24=- 350/186, 5-18=-884/519, 4-18=-288/391, 6-18=-370/1502, 14-16=-1830/930, 6 -16 =- 1815/961, 6 -13 =- 786/979, 8 -13 =- 323/195, 9 -13 =- 351/196, 9 -11 =- 305/313, 1- 24 216/803,20 -24 =- 255/1066,4 -20 =- 287!761 00 ,011111111, 1 1. NOTES - _, . • 4 • 1) Unbalanced roof live loads have been considered for this design. 4: `� . N o. E JN 5+k;. , i °• 2) Wind: ASCE 7 -10; Vutt= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.0psf; h =25ft; B =45ft; L =45ft; eave =5ft; Cat. No 22839 * * 1. "' II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 4 -7 -10, Interior(1) 4 -7 -10 to 12 -7 -8, Exterior(2) ■ 12 -7 -8 to 41 -4 -14, Interior(1) 41 -4 -14 to 44 -11 -0 zone; cantilever right exposed ; end vertical left exposed; porch right exposed;C -C E . _ • • for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 = r" * , r 3) Provide adequate drainage to prevent water ponding. 1 ' r • 4) All plates are 2x4 MT20 unless otherwise indicated. 7 . ° TALE OF V 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 • • r�,I \ P' , will fit between the bottom chord and any other members, with BCDL = 10.Opsf. � js R � ` ' ` j 0 `♦ 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =1b) • tS • ... • • • 25 =256, 14 =762, 10 =486. 1 j 1 •,� O N A' �E ��♦• Walter R Finn PE No.22839 MITek USA, Inc. FL Cell 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 ■ Q WARNING - Verily design paremeters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII -7473 rev. 1O,V3/2015 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 not a truss system. Before use, the building designer must verify the appllcablity of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and /or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI /TPI I Qualify Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avdlabte from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 , Job Truss ITruss Type r Qty Ply 9610T0 1T14 Roof Special 1 1 T8432072 Building Component Supply, Jacksonville, Fl 32256 Job Reference (optional) 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:20:39 2016 Page 1 ID: wuJ4rtNI? tZ iFp _Hya3VRzQtBc 6-0 15-3 -0 5 1 12.7 -8 13 -9 20 -2 -8 25.0 -4 29 -11 -10 34 -11 -0 37 -11 0 44 -11 -0 6 -0-8 6-7 -0 h -2 1 -5 -6 4 -11 -8 4 -9 -12 4 -11 -6 4 -11 -6 I 3-0-0 I 7 -0-0 1 5x6 = a 2x4 ! Scale = 1:93.1 4 , r 7.00 12 3 4 5x6 = 2x4 I 1 3x6 = • 5x6= I7i0 2x4 // co ' 20 12 co 0 A 11 G��_ 19 18' .. -- 6 : IP io Id) a — 22 36 37 16 15 t3 3x8 11 I° 26 25 24 2x4 II 5x8 I 38 39 14 7 2x4 3x8 = 2x4 3x8 = 4x5 3x6 = i 2x4 = 3x8 = 2x4 5x8 = ■ i 6-0- 11 -9 -8 , 13-9- 815 -3-8 22 -9-8 25-0 -4 34 -11 -0 44-8 -0 44-{1 -0 6-0 -8 { 5 -9 -0 2 -0-0 1 -5-8' 7 -6-8 1 2 -2 -12 1 9-10-12 I 9-9 -0 040 Plate Offsets (X,Y) -- [2:0- 1- 12,0 -1 -8], [10:0- 3- 0,0- 1 -12], [12:0- 3- 8,Edge], [18:0- 2- 8,0 -0 -4], [21:0 -2- 12,0 -2 -8] LOADING (psf) SPACING 2 - - CSI. DEFL. in (loc) 1 /dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.32 13 -29 >754 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.46 13 -29 >521 180 BCLL 0.0 ` Rep Stress Incr YES WB 0.61 Horz(TL) 0.02 15 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Weight: 308 Ib FT = 20% LUMBER BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5 -2 -12 oc purlins, BOT CHORD 2x4 SP No.2 `Except* except end verticals. 3- 24,20- 22,16 -18: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7 -15 OTHERS 2x4 SP No.3 Web Brace: Length (member) 4 -11 -15 (6 -17); 5 -7 -1 (9 -15); WEDGE Right: 2x6 SP No.2 REACTIONS. (Ib /size) 26= 882/0 -5 -8, 15= 2045/0 -5 -8, 12= 655/0 -3 -8 Max Horz 26=- 259(LC 10) Max Uplift 26=- 278(LC 12), 15=- 713(LC 12), 12=- 513(LC 12) Max Grav 26= 882(LC 1), 15= 2045(LC 1), 12 =672(LC 22) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 1053/421, 2 -3 =- 965/508, 3-4=-1026/616, 4 -5 =- 1023/640, 5-6=-831/507, 6 -7= 0/580, 7- 9= 0/577, 9-10=-471/828, 10 -11 =- 622/946, 11 -12 =- 824/964, 1 -26 =- 827/363 BOT CHORD 25 -26 =- 190/292, 3- 21=- 262/214, 20- 21=- 150/539, 19 -20 =- 154/672, 18 -19 =- 201/311, 17- 18=- 76/709, 15- 16=- 493/0, 13- 15.375/190, 12- 13.730/663 WEBS 2 -25 =- 280/210, 5-19=-660/432, 4 -19 =- 287/338, 6 -19 =- 69/768, 6 -17 =- 1126/316, '' �1������,,, 15- 17=- 1134/335, 7-17=-284/167, 9- 15=- 902/587, 9 -13 =- 327/499, 10 -13 =- 386/158, �� �� 11 -13 =- 411 /300, 1 -25 =- 246/776, 4 -21 =- 342/629, 21-25=-311/812 `�.�_``P• ER . f' • • i%,� NOTES + ,, V :• \, \ • E M S+ . e i • 1 Unbalanced roof live loads have been considered for this design. N o 22839 •• 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.Opsf; h =25ft; B =45ft; L =45ft; eave =5ft; Cat. • 11; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 4 -7 -10, Interior(1) 4 -7 -10 to 12 -7 -8, Exterior(2) * : • • 12 -7 -8 to 39 -4 -14, Interior(1) 39 -4 -14 to 44 -11 -0 zone; cantilever right exposed ; end vertical left exposed; porch right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 ,Z, -o ; Q 3) Provide adequate drainage to prevent water ponding. 1 • 4) All plates are 3x4 MT20 unless otherwise indicated. :�O ,. T r F . k!. 5) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. �j • ✓ r. .+ 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 •"e R . � ` ■ will fit between the bottom chord and any other members, with BCDL = 10.0psf. �j S • • • � � � � � � \ .% 7) 26 =2d echan cal c51 nection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) �� N A' ��� Waiter P. Finn PE No,22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 la Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MN -7473 rev. 100312015 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, not a truss system. Before use- the building designer must verify the applicability of design parameters and properly Incorporate ,his design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and /or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal In jury and property damage. For general guidance regarding the fabrication- storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TP11 Quality Criteria, DSB -89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avdlable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Nexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T8432073 9610T0 T15 Hip 1 1 Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:20:40 2016 Page 1 I D:wuJ4rtN I? tZpLODOPCdaDszkCp ?- ASMXa82Uok_296g8J W h78 W 5 ?sPjgnJU8VcKc2tzQtBb 6 -1 -12 12 -0 -0 1 18 -3 -8 1 22 -9 -8 1 25 -0 -4 1 32 -11 -0 38 -10 -15 1 44 -11 -0 6 -1 -12 5 -10 -4 6 -3 -8 4 -6-0 2 -2.12 7 -10 -12 5 -11 -15 6 -0 -1 Scale = 1:84.6 3x6 = 2x4 3x6 = 3x8 = 5x6 = 3 4 31 5 32 6 7 33 834 7.00 12 41c,' yr.= :N 1T:cm, \IN 9 35 30 29 6 0 4x5 a 1 cc 0 0 - :. � 21 37 3 81 5 14 13 11 - 25 24 23 2x4 2x4 2x4 39 3x8 = 3x6 = 2x4 11 3x8 11 2x4 11 3x8 = 2x4 11 2x4 11 3x5 11 2x4 = 5x8 = 1 6 -1 -12 11 -9 -8 13 -9 -8 18 -3 -8 22 -9 -8 25 -0 -4 32 -11 -0 38 -10-15 44 -8 -0 44-M-0 1 6-1 -12 5-7 -12 1 2 -0 -0 1 4 -6 -0 4 -6 -0 2 -2 -12 7 -10 -12 1 5 -11 -15 1 5 -9 -1 0 -3-0 Plate Offsets (X,Y) -- [2:0- 1- 12,0 -1 -8], [4:0- 3- 8,0 -2 -0], [7:0- 2- 8,0 -1 -8], [8:0- 3- 0,0- 1 -12], [9:0 - 12,0 - - 8], [10:0- 3- 8,Edge], [14:0 -2- 12,0 -1 -8], [20:0 -2- 12,0 -2 -8] LOADING (psf) SPACING- 2 - - CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.14 13 -14 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.49 Vert(TL) - 0.18 18 -19 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.71 Horz(TL) 0.02 14 rVa n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Weight: 295 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5 -1 -5 oc purlins, BOT CHORD 2x4 SP No.2 'Except` except end verticals. 3- 23,19 - 21,15 -17: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7 -14 OTHERS 2x4 SP No.3 Web Brace: Length (member) 8 - - (7 -13); WEDGE Right: 2x6 SP No.2 REACTIONS. (Ib /size) 25= 899/0 -5 -8, 14= 2007/0 -5 -8, 10= 676/0 -3 -8 Max Horz 25=- 249(LC 10) Max Uplift 25=- 257(LC 12), 14— 759(LC 12), 10=- 488(LC 12) Max Gray 25= 909(LC 21), 14= 2090(LC 2), 10= 699(LC 22) FORCES. (Ib) - Max. Comp, /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 1093/400, 2-3=-1043/466, 3 -4 =- 796/451, 4-5=-836/460, 5 -7 =- 548/384, 7 -8 =- 421 /651, 8-9=-537/675, 9 -10 =- 975/983, 1- 25.853/349 BOT CHORD 24 -25 =- 179/284, 19 -20 =- 51/595, 18 -19 =- 65/575, 17 -18 =- 347/146, 14 -15 =- 287/77, 13-14=-342/140, 11-13=- 767/783,10 -11— 767/783 WEBS 2 -24 =- 344/198, 5- 18=- 669/322, 7-18=-298/1187, 5- 20=- 132/451, 14- 16=- 1833/902, 11111 /II 20-24= 1279/ 048 -13 =- 650/835, • 8 -13 255/8, 9 -1 3 =- 5 5115 1 4, 1 -24 =- 225/807, ,, �0 1 ER P F �1 � , NOTES- •∎ v ' • \.� GEN ` S e' • ` ,i i 1) Unbalanced roof live Toads have been considered for this design. No 22839 • 2) Wind: ASCE 7 - 10; Vult =130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.Opsf; h =2511 B =45f1; L =45ft; eave =511; Cat. _ • I. 11; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 4 -7 -10, Interior(1) 4 -7 -10 to 12 0 -0, Exterior(2) * : . 12 -0 -0 to 39 -3 -4, Interior(1) 39 -3 -4 to 44 -11 -0 zone; cantilever right exposed ; end vertical left exposed; porch right exposed;C -C for - • \ * n members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 T - 0 :. \ r ' CC r. 3) Provide adequate drainage to prevent water ponding. i 1 TA O. 'OF (rJ 4) All plates are 3x4 MT20 unless otherwise indicated. . 01.. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. e+� " Q +''' .; 6) * This truss has been designed for a live Toad of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide �� S1 . • R G r ` ,� • 7) Pr mechanical connection others) t of truss her t bearing plate capable of 100 Ib uplift at joint(s) except (jt =1b) , 10 4, 0 NAt- ;' 25= 257,14 = 759,10 = 1111111 Walter P. Ron PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 la WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 10103/2015 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, not a truss system. Before use, the building designer must verify the applicabiiity of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and /or chord members only. Additional temporary and permanent tracing MiTek' is always required for stability and to prevent collapse with posstbte personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-$9 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qt Ply 1 9610T0 T16 Hip 1 1 T8432074 Building Component Supply, Jacksonville, Fl 32256 I Job Reference (optional) 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:20:42 2016 Page 1 ID:wW4rtN1 ?tZpL aDszkCp ?- 7gUH ?g41KMEm0Q_WQxjb N2F90Qzvpj6mzQtBZ 6 -0-8 14 -0 -0 19 -5 -4 22 -9 -8 1 25 -0 -4 1 30 -11 -0 -11-0 37 -10 -15 44 -11 -0 -11-0 6 -0 -8 7-11-8 5 -5 -4 3 -4 -4 2 -2 -12 5 -10 -12 6 -11 -15 7 -0 -1 Scale = 1:83.7 7.00 112 5x6 = 3x6 = 3x8 = 3x6 5 6 7 33 34 8 35 9 5x6 = i ° 'a 4 3x6 3 o 10 3x4 3x4 i 00 •` 36 2 11 31 i~ m / 37 a 4x5 -:--- \ NI M 3s 21 40 19 41 Io 1 6 25 24 23 3x8 = 17 16 15 13 3x8 II t 38 42 3x8 = 14 3x8 = 3x4 = 3x6 = 5x8 = 6 -0 -8 I 11 -9 -8 1 13 -9 -8 19 -5-4 I 22 -9 -8 1 25 -0 -4 I 30 -11 -0 37 -10 -15 44 -8 -0 44- I 1,1 -0 6-0-8 5-9-0 2 -0-0 5-7 -12 3 -4-4 2 -2 -12 5 -10-12 6 -11 -15 6-9 -1 0 -3 -0 Plate Offsets (X,Y) -- [2:0 -1- 12,0 -1 -8], [5:0- 3- 0,0- 1 -12], [8:0 -2- 12,0 -1 -8], [9:0- 3- 0,0- 1 -12], [11:0 -1- 12,0 -1 -8], [12:0- 3- 8,Edge1, 119:0 -1- 12,0 -1 -8], [20:0 -2- 12,0 -2 -8] LOADING (psf) SPACING- 2 - - CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.14 19 -20 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.34 19 -20 >886 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(TL) 0.02 12 rite n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Weight 303 Ib FT = 20% LUMBER BRACING - TOP CHORD 2x4 SP No,2 TOP CHORD Structural wood sheathing directly applied or 4 -10 -10 oc purlins, BOT CHORD 2x4 SP No.2 `Except* except end verticals. 4- 23,21- 26,17 -27: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: WEBS 2x4 SP No.3 6 -0 -0 oc bracing: 23- 24,18 - 19,15 -16. OTHERS 2x4 SP No.3 10 -0 -0 oc bracing: 20 -22 WEDGE WEBS 1 Row at midpt 8 -16 Right: 2x6 SP No.2 T- Brace: 2x4 SP No.3 - 5 -19, 9 -15, 11 -15 Fasten (2X) T and 1 braces to narrow edge of web with 10d (0.131 "x3 ") nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. REACTIONS. (Ib /size) 25= 981/0 -5 -8, 16= 1938/0 -5 -8, 12= 750/0 -3 -8 Max Horz 25= 232(LC 11) Max Uplift 25— 284(LC 12), 16=- 361(LC 12), 12. 252(LC 12) Max Gray 25= 986(LC 21), 16= 2091(LC 17), 12= 773(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 1200/438, 2 -4 =- 1269/513, 4 -5 =- 1302/632, 5 -7 =- 680/443, 7 -8 =- 680/443, 8-9=-562/396, 9-11=-607/373, 11- 12.1092/450, 1-25=-931/372 BOT CHORD 24- 25=- 205/292, 4 -20 =- 305/226, 19 -20 =- 128/889, 13 -15 =- 292/849, 12- 13=- 292/849 ot%111 I Ii WEBS 8- 18 =- 1801 /720, 11-15=-721/307, 91 13= 0/291, 1-24=-261/905, 3, ,% ......... P , . / , 5 -20=- 284/889, 20- 24=- 285/1252 `` % _, • iii., y\ G E N s ' • A X 1 0 • NOTES - • 1) Unbalanced roof live loads have been considered for this design. No 22838 I. 2) Wind: ASCE 7 -10; Vult= l30mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.Opsf; h =25ft; B =451t; L =45ft; eave =5ft; Cat. - * :• • : II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 4 -7 -10, Interior(1) 4 -7 -10 to 14 -0 -0, Exterior(2) 14 -0-0 to 37 -3 -4, Interior(1) 37 -3 -4 to 44 -11 -0 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 :13 cr plate grip DOL =1.60 t 3) Provide adequate drainage to prevent water ponding. O , TA F •; 4, 4) All plates are 2x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ° cC% ' R I . `` : 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 ♦ tS • `` o` will fit between the bottom chord and any other members, with BCDL = 10.0psf. 1 /I�,� Q N A�- , ,t,�� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) 1 /1 1� 25 =284, 16 =361, 12 =252. Walter P. Ann PE No.22839 8) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 1 at Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 100312015 BEFORE USE. Design valid for use only with Mltek© connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall bulking design. Bracing Indicated Is to prevent buckling of individual buss web and /or chord members only. Additional temporary and permanent bracing MiTek' , always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS(/TPU Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avdlable from truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9610T0 T17 Hip 1 1 T8432075 Building Component Supply, Jacksonville, Fl 32256 Job Reference (optional) 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:20:43 2016 Page 1 I D:wuJ4rtNI ?tZpLODOPCdaDszkCp ? -b 1 2gCA5N5fMd0aZieEgm9j V7dih_gtaCZYGeCzQtBY I 6 -0-8 11-9 -8 I 16-0-0 22 -5 -8 I 28 -11-0 36 -10 -15 44 -11 -0 6 -0 -8 5 -9 -0 4 -2 -8 6 -5 -8 6-5 -8 7 -11 -15 8.0.1 5x6 = Scale = 1:83.2 7.00112 5x8 = 3x4 = 5 26 6 27 7 4x5 sa :, 3x6 i 1 4 i 3x6 3 :' .' 8 28 3x4 3x4 i 25 2 o? 24 / 29 0 4x5 i \ 9 ail / r s 10 H ^' 17 .,�.. _ : I^ 6 to 16 13 11 3x8 I - 20 30 15 14 31 12 0 19 18 3x8 = 3x6 = 3x4 = 3x6 = 2x4 I 2x4 11 4x10 = 2x4 11 5x8 5x6 = x8 = I 6 -0 -8 11 -9 -8 16 -0 -0 25 -0 -4 28 -11 -0 I 36 -10 -15 44 -8 -0 4441-0 6 0-8 5-9-0 4 -2 -8 9 -0 -4 ' 3 -10-12 7 -11 -15 7 -9 -1 0-8-0 Plate Offsets (X,Y) -- [2:0 -1- 12,0 -1 -8], [5:0- 3- 0,0- 1 -12], [7:0- 6 -0,0 -2-4], [9:0 -1- 12,0 -1 -8], [10:0- 3- 8,Edge], [14:0- 3- 0,0 -3 -0], [17:0- 5- 8,0 -2 -8] LOADING (psf) SPACING 2 - - CSI. DEFL. in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.21 14 -16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.41 14 -16 >720 180 BCLL 0.0 . Rep Stress Incr YES WB 0.73 Horz(TL) 0.02 14 n/a n/a BCDL 10.0 Code FBC2014TTP12007 Matrix -MS Weight: 296 Ib FT = 20% I LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5 -3-0 oc purlins, BOT CHORD 2x4 SP No.2 'Except` except end verticals. 4 -18: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2x4 SP No.3 WEBS T- Brace: 2x4 SP No.3 - 4 -16, 5 -16, 6 -14, 7 -14, 7 -13, OTHERS 2x4 SP No.3 9-13 WEDGE Fasten (2X) T and I braces to narrow edge of web with 10d Right: 2x6 SP No.2 (0.131 "x3 ") nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. REACTIONS. (Ib /size) 20= 848/0 -5 -8, 14= 2122/0 -5 -8, 10= 612/0 -3 -8 Max Horz 20=- 316(LC 10) Max Uplift 20=- 216(LC 12), 14=- 852(LC 12), 10=- 436(LC 12) Max Gray 20= 874(LC 21), 14= 2122(LC 1), 10= 659(LC 22) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 1041/313, 2 -4 =- 884/350, 4 -5 =- 586/319, 5-6=-530/322, 6 -7= 0/375, 7 -9 =- 188/324, 9 -10=- 844/801, 1 -20=- 819/275 BOT CHORD 19- 20=- 246/350, 4- 17=- 92/365, 16- 17=- 84/806, 14-16=-273/257, 11-13=-572/653, 10-11=-572/653 WEBS 17- 19=- 205/897, 2 -17 =- 305/169, 4 -16 =- 647/311, 6 -16 =- 232/885, 6 -14 =- 1152/492, ,%1■111IIIIII 7- 14=- 932/812, 7 -13 = 644 /477,9 -13 =- 794/753,9 -11 =- 333/358, 1- 19=- 1357764 � ��, ER P. ii ii NOTES- �• V •• • • \GEN j" � 1) Unbalanced roof live loads have been considered for this design. 4 V k' •• • 2) Wind: ASCE 7 -10; Vuit= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.Opsf; h =25ft; B =45ft; L =45ft; eave =5ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 4 -7 -10, Interior(1) 4 -7 -10 to 16 -0 -0, Exterior(2) No 22839 • 16 -0 -0 to 35 -3-4, Interior(1) 35 -3 -4 to 44 -11 -0 zone; cantilever right exposed ; end vertical left exposed; porch right exposed;C -C for - * : • members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 = ' -• * 3) Provide adequate drainage to prevent water ponding. / • -o / 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,wTAy E F 1 : 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, with BCDL = 10.Opsf. °, °'''"•'.'N,/ 'y P 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =1b) i j 1 p R I s , ` .\ ■• • 20 =216, 14 =852, 10 =436. �j SS1� ........ GG \ �� 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ��� /O N A` 1t ���� Walter P. Finn PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 I ma Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI7473 rev. 10/0312015 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, not . a taus system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and /or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSt/TPI I Quality Criteria, OSB-89 and SCSI Building Component 6904 Parke East BNd. Safety Information avdlable from Truss Plate Instttute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9610T0 T18 Piggyback Base 1 1 T8432076 Building Component Supply, Jacksonville, Fl 32256 Job Reference (optional) 1 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:20:44 2016 Page 1 ID: wuJ4rtNI? tZpLODOPCdaDszkCp ?- 3Dc2PW5 ?SzUUdk8vYMI3JMFhG11 Sj7GjQDIgBezQtBX 6-0-8 11-9-8 15-9-9 1 22 -5 -8 29-1-7 1 37 -0 -3 44 -11 -0 6 -0-8 5-9 -0 4 -0 -1 6 -7 -15 6 -7 -15 7 -10 -12 7 -10 -13 5x6 = Scale = 1:83.2 7.00 12 5x8 = 3x4 = 5 26 6 27 28 29 7 4x5 i 3x6 i 4 1 3x6 i 25 3 , • \ 8 30 3x4 3x4 g 1,- 2 � 24 / 31 ° 0 4x5 G ' I IN _ / 10 Bo, IR . - - - 417 - -^ :;� o i o 16 13 11 3x8 II - 1 20 19 18 3x8 = 32 15 14 33 3x4 = 12 2x4 11 2x4 11 4x10 = 2x4 11 3x6 3x6 5x8 = 5x6 = i 1 6 -0 -8 11 -9 -8 15 -9 -9 I 25 -0 -4 29 -1 -7 1 37 -0 -3 I 44 -8 -0 44- ' 1 I 1 -0 6-0 -8 5-9-0 4 -0 -1 9-2 -11 4 -1 -3 7 -10 -12 7 -7 -13 0-3 -0 Plate Offsets (X,Y) -- [2:0- 1- 12,0 -1 -8], [5:0- 3- 0,0- 1 -12], [7:0- 6- 0,0 -2-4], [9:0- 1- 12,0 -1 -8], [10:0 -3 -8, Edge], [14:0- 3- 0,0 -3 -0], [17:0- 5- 8,0 -2 -8] LOADING (psf) SPACING 2 - - I CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.23 14 -16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.70 Vert (TL) -0.45 14 -16 >665 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(TL) 0.02 14 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS I Weight: 295 Ib FT = 20% LUMBER BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5 -3-6 oc puffins, BOT CHORD 2x4 SP No.2 `Except` except end verticals. 4 -18: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2x4 SP No.3 WEBS T- Brace: 2x4 SP No.3 - 4 -16, 5 -16, 6 -14, 7 -14, 7 -13, OTHERS 2x4 SP No.3 9-13 WEDGE Fasten (2X) T and 1 braces to narrow edge of web with 10d Right: 2x6 SP No.2 (0.131 "x3 ") nails, bin o.c.,with 3in minimum end distance. Brace must cover 90% of web length. REACTIONS. (Ib /size) 20= 846/0 -5 -8, 14= 2126/0 -5 -8, 10= 610/0 -3 -8 Max Horz 20 =- 312(LC 10) Max Uplift 20=- 214(LC 12), 14— 857(LC 12), 10 =- 433(LC 12) Max Gray 20= 873(LC 21), 14= 2126(LC 1), 10 =656(LC 22) FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 1029/304, 2 -4 =- 881/345, 4 -5 =- 594/316, 5 -6 =- 535/318, 6 -7 =0/385, 7 -9 =- 195/329, 9- 10=- 841/799,1 -20 =- 822/270 BOT CHORD 19- 20=- 247/343, 4- 17=- 96/360, 16 -17 =- 78/801, 14- 16=- 275/260, 11 -13 =- 571/652, 10-11=-571/652 WEBS 17 -19 =- 211/888, 2 -17 =- 314/176, 4 -16 =- 633/309, 6 -16 =- 234/886, 6 -14 =- 1160/501, ,1111111//// 7 -14 =- 931/810, 7-13=-638/472, 9-13=-783/743, 9-11=-328/353, 1 -19 =- 126/760 ` ` � 0010: E N , c , NOTES - .• / y 1) Unbalanced roof live loads have been considered for this design. ...k ` S e. •• %. 2) Wind: ASCE 7 -10; VuIt= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.Opsf; h =25ft; B =45ft; L =45ft; eave =5ft; Cat. 4. . NO 22838 • II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 4 -7 -10, Interior(1) 4 -7 -10 to 15 -9 -9, Exterior(2) • 15 -9 -9 to 35 -5-11, Interior(1) 35 -5 -11 to 44 -11 -0 zone; cantilever right exposed ; end vertical left exposed; porch right exposed;C -C - * • , for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 = >fti, 3) Provide adequate drainage to prevent water ponding. - .tW el ■ 5 CC 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1:1 wTATE, -5 F : 41/` 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 • Q; •• 4, L( will fit between the bottom chord and any other members, with BCDL = 10.Opst. i� -C • / �\ . 4 4- 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =1b) 10 `"� ......... R 1 `� � ` �� �� /// �O N A i- ` • � 20 =214, 14 =857, 10 =433. 'iii : Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. /11111111111, �` , Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 1 1 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WEB REFERANCE PAGE MII-7473 rev. 10/03/2075 BEFORE USE. Mil Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and /or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSUI'P11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Hate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 I Job Truss Truss Type Qty Ply I 9610T0 T19 Piggyback Base 3 1 78432077I Building Component Supply, Jacksonville, Fl 32256 Job Reference (optional) 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:20:45 2016 Page 1 8 I D:wuJ4rtN I? tZpL0D0PCdaDszkCp?- XPAQdr6ddHcKFti563GlraorUQP2SaS8tl Nj4zQtB W I 15-9-9 I 18-9-0 1 23-9-8 29 -1-7 1 37 -0 -3 44 -11 -0 8 -0 -8 7-9-0 2 -11 -7 5 -0 -8 5-4 -0 7 -10 -12 I 7 -10 -13 1 5x8 = Scale = 1:83.3 7.00 FiF 2x4 11 3x8 = 5x6 = 4 5 26 27 6 28 29 7 ;x6 A w� 3x4 25 3 3x6 • 2 4' 8 30 3x4 9 i ll 2 ; o 31 0 4x5 G 1 i 2. 2. 10 ^ OD o „ 14 13 11 3x8 II t 20 19 32 18 17 16 33 34 12 2x4 11 3x8 = 2x4 11 3x4 11 4x5 = 3x6 = 3x8 = 2x4 h 3x6 6x8 = 18 -ti -12 18-10-0 8-0-8 15-9 -9 18-9-0 pp 23 -9 -8 29 -■-7 37-0-3 44-11-0 8-0-8 7 -9-0 2 -17 -7 0.f 4 -9 -12 1 Sd-0 7 -10-12 7-10-13 0-1 -12 Plate Offsets (X,Y) -- [1:Edge,0- 1 -12], [2:0 -1- 12,0 -1 -8], [4:0- 6- 0,0 -2 -4], [7:0- 3- 0,0- 1 -12], [9:0- 1- 12,0 -1 -8], [10:0- 3- 8,Edge], [15:0- 2- 8,0 -3 -0] LOADING (psf) SPACING 2 - - CSI. DEFL. in (loc) 1 /dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.09 19 -20 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.24 11 -13 >999 180 BCLL 0.0 * Rep Stress Incr YES W8 0.73 Horz(TL) 0.02 10 rVa n/a BCDL 10.0 Code FBC2014/Tp12007 Matrix -MS Weight: 306 Ib FT = 20% LUMBER BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -5-15 oc puffins, BOT CHORD 2x4 SP No.2 'Except' except end verticals. 5 -16: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: WEBS 2x4 SP No.3 6 -0 -0 oc bracing: 16- 17,15 -16. WEDGE 1 Row at midpt 5 -15 Right: 2x4 SP No.3 WEBS 1 Row at midpt 2 -17, 4 -15, 6 -15, 7 -13, 9 -13 REACTIONS. (lb /size) 20= 517/0 -5 -8, 15= 2167/0 -3 -8, 10= 897/0 -5 -8 Max Horz 20— 312(LC 10) Max Uplift 20= 148(LC 12), 15= 547(LC 12), 10=- 245(LC 12) Max Gray 20= 570(LC 21), 15= 2191(LC 17), 10= 918(LC 18) FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 590/203, 2 -4 =- 81/274, 4 -5= 0/416, 5 -6= 0/416, 6 -7 =- 611/378, 7 -9=- 700/362, 9- 10=- 1327/448, 1 -20 =- 500/205 BOT CHORD 19 -20 =- 229/384, 17 -19 =- 103/550, 5 -15 =- 258/163, 11-13=-263/1061, 10-11=-263/1061 WEBS 2 -19= 0/320, 2-17=-764/328, 4 -17 =- 210/663, 4 -15 =- 1012/350, 6 -15 =- 1238/371, 6-14= 0/289, 6- 13=- 211/668, 9- 13=- 824/346, 9- 11= 0/332, 1 -19 =0/289 NOTES ` ,��II . IIIIIIIII 1) Unbalanced roof live loads have been considered for this design. \,, P F P. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =45ft; eave =5ft; Cat. �� 4 P��G E N s . � .' 4, � I.• II; Exp C; Encl., GCpi =0.18; MW FRS (directional) and C -C Exterior(2) 0 -1 -12 to 4 -7 -10, Interior(1) 4 -7 -10 to 15 -9 -9, Exterior(2) � • • \. E .. 15 -9 -9 to 35 -5 -11, Interior(1) 35 -5 -11 to 44 -11 -0 zone; end vertical left exposed;C -C for members and forces & MWFRS for reactions NO 22839 • • shown; Lumber DOL =1.60 plate grip DOL =1.60 •• 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` * + 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide : "D • d r ^; a 1 , j " : X will fit between the bottom chord and any other members, with BCDL = 10.Opsf. i 1 JS` TAT. E - V F Z 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) 1.• O. . • 20 =148, 15 =547, 10 =245. ♦ ' • 4. Walter P. Ann PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 ■ ma 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a Truss system. Before use- the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and /or chord members only. Additional temporary and permanent bracing MiTek. 8 always required for stability and to prevent collapse with possible personal Intury and property damage. For general guidance regarding the fabrication. storage- delivery, erection and tracing of trusses and truss systems. seeANSI/Tplt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria- VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty Ply 9610T0 T20 Piggyback Base 5 1 T8432078 Building Component Supply, Jacksonville, Fl 32256 I Job Reference (optional) 8.010 s Mar 30 2016 MiTek Industries, inc. Thu Apr 14 07:20:47 2016 Page 1 ID: wuJ4rtNI? tZpL0D0PCdaDszkCp?- TOHA2X8t8u52UBSUDUJmw ?tBtE ?uwU4A7BW UnzzQtBU 1 8 -0 -8 15-9-9 18 -9 -0 21 -1 -8 29 -1 -7 1 31 -5 -8 38 -2 -3 i 44 -11 -0 8 0 -8 7 -9 -0 2 -11 -7 I 2-4-8 I 7 -11 -15 2 -4 -1 6 -8 -11 6 -8 -13 5x8 = Scale = .6 7.00 = 2x4 5x6 = 4 5 P8 6 29 30 31 7 h1 r. A N N 8 sisilip 2x4 !' \.:, 3x6 i j 3x6 3x41 32 2 3x4 26 ° 33 d 4x5 t �` 12 4x5 :� `19 11 m o 'o I� ° 1:84 I� 16 35 36 13 12 3x8 II o - 22 21 34 20 19 18 2x4 II 3x4 I I 4x5 = 3x4 H 4x5 = 3x6 = 3x8 = 2x4 i1 7x10 = 5x12 = 6x8 = 18 -10.0 8-0-8 I i 15 -9 -9 18 -9-0 p 21 -1$ 29 -1 -7 I 31 -5 -8 I 38 -2 -3 i 44 -11 -0 8-0-8 7 -9 -0 2 -11 -7 0- 1 -02 -3 -8 7 -11 -15 2 -4 -1 6 -8 -11 6-8 -13 Plate Offsets (X,Y) -- [1:Edge,0- 1 -12], [2:0 -1- 12,0 -1 -8], [4:0- 6,0,0 -2 -4], [7:0- 4- 0,0 -2 -4], [10:0 -1- 12,0 -1 -8], [11:0- 3- 8,Edge], [15:0- 4- 0,0 -3 -4], [17:0 -2- 12,0 -2 -4] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) 1 /dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.50 14 -15 >636 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -1.06 14 -15 >299 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(TL) 0.04 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 325 Ib FT = 20% LUMBER BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -9 -14 oc puriins, BOT CHORD 2x4 SP No.2 *Except' except end verticals. 5- 18,6- 16,8 -13: 2x4 SP No.3, 14 -15: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. Except: WEBS 2x4 SP No.3 1 Row at midpt 5 -17, 6 -15 WEDGE WEBS 1 Row at midpt 2 -19, 4 -17, 7 -15 Right: 2x4 SP No.3 REACTIONS. (Ib /size) 22= 477/0 -5 -8, 11= 869/0 -5 -8, 17= 2236/0 -3 -8 Max Horz 22=- 312(LC 10) Max Uplift 22 =- 134(LC 12), 11=- 236(LC 12), 1 7— 570(LC 12) Max Gray 22= 545(LC 21), 11= 900(LC 18), 17= 2240(LC 17) FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 551/175, 2-4= 0/348, 4 -5= 0/514, 7 -8= 919/489, 8 -10 =- 916/372, 10 -11 =- 1314/432, 1 -22 =- 474/195 BOT CHORD 21-22=-229/384, 19 -21 =- 135/489, 5-17=-1187/322, 16- 17=- 358/0, 6 -15 =- 475/329, 14- 15= 0/461, 8 -14 =- 352/248, 12-13=-274/0, 11- 12=- 264/1052 WEBS 2- 21= 0/329, 2 -19 =- 774/331, 4-19=-205/684, 17 -19 =- 252/226, 4 -17 =- 1117/396, 15 -17 =- 489/443, 5- 15=- 353/1231, 7 -15 =- 988/305, 7 -14 =- 311/944, 12- 14=- 213/1250, ,1/1111// 10 -14 =- 571/254, 1-21=-43/254 ,s ∎ Ot, -ceR P. p, ii,_ NOTES , `NI � P • , • ' GE N• • /y j/- ♦ • 1) Unbalanced roof live loads have been considered for this design. � \•• •.• ♦♦ 2) Wind: ASCE 7 -10; Vult= 13Omph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCD,= 5.Opsf; h =25ft; B =45ft; L =45ft; eave =5ft; Cat. o II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 4 -7 -10, Interior(1) 4 -7 -10 to 15 -9 -9, Exterior(2) • No 22839 15 -9 -9 to 35 -5 -11, Interior(1) 35 -5 -11 to 44 -11 -0 zone; end vertical left exposed;C -C for members and forces & MWFRS for reactions ‘:•.• * : , _, •. shown; Lumber DOL =1.60 plate grip DOL =1.60 • ' * — 3) Provide adequate drainage to prevent water ponding. 13 .0 . ` :y • 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. "; :STATE, - OF ' i : -6 -0 tall by 2 -0 -0 wide i 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle b 0 �� will fit between the bottom chord and any other members, with BCDL = 10.Opsf. �♦ .(" --•, -i %,__, -' •� 6) 2 rovi3 mechanical connection (by o of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =1b) ♦ 4 . ' S .. R 1 - • - • ` 0 \ \ $ Walter R. Ann PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11 rev. 10A73/2015 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. not a truss system, Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and /or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI /TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. lee Street Suite 312, Alexandria, VA 22314. Tanga, FL 33610 Job Truss Truss Type Qty Ply 9610T0 T21 Piggyback Base 1 1 T8432079 Building Component Supply, Jacksonville, Fl 32256 I Job Reference (optional) 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:20:48 2016 Page 1 ID: wuJ4rt NI? tZpLODOPCdaDszkCp ?- xrZFt9WvC_v6LR nC ?TCQN6eL7fxcJLrG1KPzQtBT 7 -11 -0 15 -8 -1 18 -8 -8 28 -11 -15 9 q' 1 -6 -0 1 8 0 6 -3 -0 I 7 -9 -1 I 3-0-7 I 10 -3 -7 I 8-2 - -10 50 -0 '4 I 5-1 1 -6 --8- 0 5x8 = Scale = 1:89.8 7.00 FT 4x5 = 2x4 I 5x6 = 6 7 28 8 29 30 31 9 2x4 '.I i 3x6 10 3x6 2 � 11 3x4 i 5 32 4 3x4 4x5 i , 1 12 5x6 = 2x4 11 I 2x4 11 ° 1 5x6 = ° 4,..., 13 14 1 � d ay g���� ro nii 20 34 17 16 15 19 33 24 26 25 23 22 2x4 I 2x4 II 4x10 = 3x4 = 3x4 II 4x5 = 3x6 3x8 = 2x4 II 7x10 = 5x12 = 6x8 = 18-8-8 7-11-0 I 16-8 -1 18-7 -8 pp 21 -0-0 31-4-0 I 37-2-0 44-8-0 7 -11-0 7-9-1 2 -11 -7 o-T-0 10-4-0 5-100 7-6-0 2 -3-8 Plate Offsets (X,Y) -- [4:0- 1- 12,0 -1 -8], [6:0- 6- 0,0 -2 -4], [9:0- 4- 0,0 -2 -4], [12:0 -1- 12,0 -1 -8], [19:0- 4- 0,0 -3 -4], [21:0 -2- 12,0 -2 -4] LOADING (psf) SPACING 2 - - CSI. I DEFL. in (loc) 1 /dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 I Vert(LL) -0.49 18 -19 >631 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -1.05 18 -19 >298 180 BCLL 0.0 ' Rep Stress lncr YES WB 0.70 Horz(TL) 0.04 15 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS I Weight: 338 Ib FT = 20% LUMBER BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -10-6 oc puffins, BOT CHORD 2x4 SP No.2 'Except' except end verticals. 7- 22,8- 20,10 -17: 2x4 SP No.3, 18 -19: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. Except: WEBS 2x4 SP No.3 *Except* 1 Row at midpt 7 -21, 8 -19 1 -26: 2x4 SP No.2 WEBS 1 Row at midpt 4 -23, 6 -21, 9 -19 REACTIONS. (lb /size) 26= 486/0 -4 -0, 15=868/04 -0, 21= 2196/0 -3 -8 Max Horz 26 =- 233(LC 10) Max Uplift 26=- 117(LC 12), 15=- 220(LC 12), 21=- 595(LC 12) Max Gray 26= 554(LC 21), 15= 887(LC 22), 21= 2196(LC 1) FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-26=-484/168, 1 -2 =- 175/278, 2-3=-760/267, 2- 4.502/122, 4 -6 =- 33/319, 6 -7= 0/474, 9- 10= 881/431, 10- 12=- 903/326, 12- 13=- 1207/341 BOT CHORD 25- 26.180/403, 23- 25=- 116/489, 7 -21 =- 1175/308, 20-21=-356/0, 8-19=-476/308, 18- 19= 0/470, 10-18=-289/193, 16-17=-309/0, 15-16=-301/933 WEBS 4- 25= 0/328, 4 -23 =- 740/302, 6- 23=- 178/657, 6 -21 =- 1083/399, 19- 21=- 463/417, 7- 19= 348/1222, 9-19=-963/304, 9-18=-265/898, 12-18=-500/206, 16 -18 =- 151/1211, 13-15=-1208/430 ,, ,/% 11111 1/% %� r. NOTES ` � •. � P \ ' 1 ( ER P . I - . 1 v . 1) Unbalanced roof live Toads have been considered for this design. , ' -4 .• E N s '. 4, -. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd =101mph; TCDL= 5.0psf; BCDL= 5.Opsf; h =25ft; B =45ft; L =45ft; eave =5ft; Cat. . •• Ne F•'• °i 11; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 1 -8-8, Interior(1) 1 -8 -8 to 15 -8 -1, Exterior(2) 15 -8 -1 No 22839 to 33 -5 -9, Interior(1) 33 -5 -9 to 43 -0 -0 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 = *: • 3) Provide adequate drainage to prevent water ponding. _ -- * • 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. tt '1, / L r ' ' 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 . w E;; - 5TA F 4(i e will fit between the bottom chord and any other members, with BCDL = 10.0psf. 0:.. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) • : j' -1 lit-'7" 4‘ 26 =117, 15 =220, 21 =595. ,�,r` ;.` 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. � Q N A` t � `,� `` Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 ■ WARNING - Vat design Wally esig parameters and READ NOTES ON THIS AND INCLUDED MtTEK REFERANCE PAGE MIF7473 rev. 10N32015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and /or chord members only. Additional temporary and permanent bracing MiTek' Ls always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI 1 Quality Crnenia, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute- 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty Ply I 9610T0 T22 Piggyback Base 1 1 T8432080 Building Component Supply, Jacksonville, Fl 32256 Job Reference (optional) 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:20:50 2016 Page 1 I 3 { 7 15 9 1 18 ID:wuJ4rtNl ?tZpLODOPCdaDszkCp ? -u NzJgZAmRpEdLfb3udsTYdVh4R1d7g2cp91801zQtBR 3 -8 -0 4 -3-0 7 -9 -1 I 3-0-7 28 I I I 36-2 -0 41-0 -0 44-8-0 I 7 -2 -1 4 -10 -0 3 -8 -0 5x8 = 7.00 1 Scale = 1:86.7 2 4x5 = 2x4 5x6 = 6 7 27 8 28 29 30 9 3x6 :- 2:••••/• ,•0 # 3 . 2x4 10 3x4 i 5 31 3x4 4x5 4 11 2x4 I 5x6 — 5x6 = 2x4 II o 1 12 13 0 fr• ,.. 3 I7 r., it:Al — _.� ,': O O OHO 19 34 16 15 14 �- 25 24 32 23 22 21 2x4 II 2x4 I I 3x8 = 3x4 = 3x4 I 3x5 = 3x6 = 3x8 = 2x4 II 7x10 = 7x10 = 6x8 = 21-0-0 7 -11 -0 7-11-0 l 15-8-1 a�o I 31-4-0 I 4-10-0 I 8-6-0 2 -3 -8 Plate Offsets (X,Y) -- [4:0- 1- 12,0 -1 -8], [6:0- 6- 0,0 -2 -4], [9:0- 4- 0,0 -2 -4], [11:0 -1- 12,0 -1 -8], [15:0- 3- 0,0 -1 -8], [17:0- 4- 12,Edge], [18:0- 4- 0,0 -3 -4], [20:0 -2- 12,0 -2 -4], [24:0- 2- 4,0 -1 -8] LOADING (psf) SPACING 2 - - CSI. DEFL. in (loc) I /dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.49 17 -18 >633 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -1.05 17 -18 >298 180 BCLL 0.0 • Rep Stress Incr YES WB 0.71 Horz(TL) 0.04 14 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 345 Ib FT = 20% LUMBER BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6 -8 oc puffins, BOT CHORD 2x4 SP No.2 `Except` except end verticals. 7- 21,8- 19,10 -16: 2x4 SP No.3, 17 -18: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5 -1 -0 oc bracing. Except: WEBS 2x4 SP No.3 1 Row at midpt 7 -20, 8 -18 WEBS 1 Row at midpt 4 -22, 6 -20, 9 -18 REACTIONS. (Ib /size) 25= 478/0 -4 -0, 14= 862/0 -4 -0, 20= 2211/0 -3 -8 Max Horz 25= 200(LC 11) Max Uplift 25=- 108(LC 12), 14=- 214(LC 12), 20=- 609(LC 12) Max Gray 25= 549(LC 21), 14= 881(LC 22), 20= 2211(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3 -25 =- 480/180, 2 -3 =- 532/120, 2 -4 =- 449/85, 4 -6 =- 25/333, 6 -7= 0/489, 9 -10 =- 852/401, 10-11=-872/310, 11-12=-1104/312 BOT CHORD 24 -25 =- 128/302, 22- 24=- 93/462, 7- 20=- 1179/322, 19 -20 =- 356/0, 8 -18 =- 475/308, 17- 18=- 22/461, 15- 16=- 348/0, 14-15=-324/1004 WEBS 4 -24= 0/326, 4- 22=- 717/295, 6-22=-169/633, 6- 20=- 1092/404, 18 -20 =- 444/398, 7-18=-362/1222, 9- 18=- 968/314, 9 -17 =- 249/875, 15- 17=- 124/1177, 11- 17=- 443/179, 12-14=-1195/404 , NOTES- ``, t%%SIIDIg,, 1) Unbalanced roof live loads have been considered for this design. ` s s% P V C ER P .� 1 1 2) Wind: ASCE 7 -10; VuIt= 130mph (3- second gust) Vasd =101 mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ff; B =45ft; L =45tt; eave =5ft; Cat. ,s% V • • • \G E NS • • .�4' �� II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -8 -8, Interior(1) 3 -8-8 to 15 -8 -1, Exterior(2) 15 -8 -1 ♦ • • \.• F • , • to 33 -5 -9, Interior(1) 33 -5 -9 to 41 -0 -0 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate 0 . grip DOL =1.60 No 22838 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 Toad of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide 'V ,^ r , r = .• 'r Q Z will fit between the bottom chord and any other members, with BCDL = 10.0psf. 1 'TAI E • 4 F . : VIZ 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =Ib) .• 0: t 25 =108, 14 =214, 20 =609. i 0( _ , ', 1 ,, ,. ._ 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. . -;" 6 R =`0 `* 11 �ON / Wafter P. Ann PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 WARNING - Verl design ty parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. El Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Indivdual truss web and /or chord members only. Additional temporary and permanent bracing MiTek- Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage- delivery- erection and bracing of Trusses and truss systems, seeANSI /TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Nate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9610T0 T23 Piggyback Base 1 I 1 T8432081 Building Component Supply, Jacksonville, Fl 32256 Job Reference (optional) 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:20:51 2016 Page 1 ID: wuJ4rtNI? tZpLODOPCdaDszkCp?- MZXhtvBOC7MUzoAFSKNi5r2s ?rNgsHCI1 pUhwkzQtBQ 1 5-8-0 1 7 -11-0 l 15 -8 -1 , 18 -7-8 28 -11 -15 5 1 10 -4 -7 39-0-0 --1 44-8-0 5-8-0 5x8: Scale = 1:84.3 4x5 = 2x4 11 5x6 = 7.00 12 4 5 25 6 26 27 28 7 S. 2x4 11 8 24 I 29 :3x4 i 2x4 I 5x6 3 1 ,1 = 4x5 = A , 9 5x6 30 10 i^ o es [, o 6 . wi 0 __ 1 I 16 32 13 12 X 11 I° o 22 21 31 20 19 18 2x4 3x4 11 4x10 = 2x4 11 3x4 = 3x4 = 3x6 = 3x8 = 2x4 II 7x10 = 5x12 = 6x8 = 21-00 1 7-11-0 1 15-8 -1 18-7-8 18,8-8 : 31.4-0 7 -11-0 7-9-1 ' 2 -11.7 o- 9- 02 -3-8 1 10-4-0 �80 1 5-8-0 1 Plate Offsets (X,Y) -- [3:0 -1- 12,0 -1 -8], [4:0- 3- 4,Edge], [7:0- 4- 0,0 -2 -4], [15:0- 4- 0,0 -3 -4], [17:0 -2- 12,0 -2 -4] LOADING (psf) SPACING 2 - - CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.50 14 -15 >628 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.91 Vert (TL) -1.06 14 -15 >295 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.71 Horz(TL) 0.04 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Weight: 348 Ib FT = 20% LUMBER BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -5 -7 oc pudins, BOT CHORD 2x4 SP No.2 'Except` except end verticals. 5- 18,6- 16,8 -13: 2x4 SP No.3, 14 -15: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. Except: WEBS 2x4 SP No.3 1 Row at midpt 5 -17, 6 -15 WEBS 1 Row at midpt 3 -19, 4 -17, 7 -15, 9 -14 REACTIONS. (Ib /size) 22= 455/0 -4 -0, 11= 846/0 -4 -0, 17= 2250/0 -3 -8 Max Horz 22= 166(LC 11) Max Uplift 22= 102(LC 12), 11=- 210(LC 12), 17=- 619(LC 12) Max Gray 22= 535(LC 21), 11= 865(LC 22), 17= 2250(LC 1) FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 389/61, 3 -4 =- 37/375, 4 -5 =- 28/533, 7 -8 =- 880/420, 8 -9 =- 870/265, 9 -10 =- 971/271, 10- 11=- 823/291 BOT CHORD 21- 22=- 79/404, 19-21=-74/395, 5- 17=- 1176/328, 16 -17 =- 360/0, 6 -15 =- 478/312, 14 -15 =- 47/430, 8-14=-483/306 WEBS 2 -22 =- 463/97, 3 -21= 0/352, 3 -19 =- 694/274, 4-19=-150/600, 4-17=-1132/413, 15- 17=- 432/383, 5 -15 =- 378/1229, 7 -15 =- 977/322, 7- 14=- 309/962, 12 -14 =- 252/1170, 9 -12 =- 622/288, 9 -14 =- 400/175, 10 -12 =- 318/1163 NOTES , `,�� 11111/ � ER P /� � ��, ` , 1) Unbalanced roof live Toads have been considered for this design. ` ��A • 2) Wind: ASCE 7 -10; VuIt= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =45ft; eave =5ft; Cat. � V •• �G E•N , • /41 ., 11; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 4 -7 -6, Interior(1) 4 -7-6 to 15 -8 -1, Exterior(2) 15 -8 -1 .: .. \. F • ° • to 33 -5 -9, Interior(1) 33-5 -9 to 39 -0 -0 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 NO 22839 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 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide : '0 • / .' Q r. will fit between the bottom chord and any other members, with BCDL = 10.Opsf. i :STATE, - OF : 4i 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except )jt =ib) ; Q . t !; 22 =102, 11 =210, 17 =619. .i� ' ; / R ' 1" P. - 4` .,� N A` l - v Walter P. Finn PE No.22839 MfTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MM -7473 rev. 10/0312015 BEFORE USE. Design vdld for use only with MITek® connectors. this design is based only upon parameters shown. and is for an indMdual building component, not mit a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and /or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/1P11 Quality Cdteda, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information ovdlabte from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria- VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty Ply 9610T0 T24 I Piggyback Base 1 1 T8432082 Building Component Supply, Jacksonville, Fl 32256 Job Reference (optional) 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:20:53 2016 Page 1 ID:wuJ4rtNI ?tZpL aDs -0 1yfRIaCekkdCC6KdalQAAG7Bjf2MKBd2V7zo ?dzQtBO i 7-8-0 15 -8 -1 18 -7 -8 21 -0-0 28 -11 -15 314 1 -4-0 0 37 -0-0 44_ 7 -8-0 8-0-1 2-11-7 2 -4-8 7 -11 -15 2-4-1 I 5-8 -0 7-8-0 5x10 MT2OHS : Scale = 1:88.9 7.00 12 4x5 = 2x4 II 5x6 = 3 4 24 5 25 26 27 6 2x4 II 7 4x5 = 5x6 = 23 , 28 1 5x6 = 4x5 = @ 8 9 _ 22 6 o N N i -f l :11 _ /r `, 0 1 o 1 0 h ii -'-• 32 12 11 10 I� 21 30 20 31 19 18 17 2x4 II 2x4 II 4x10 = 2x4 II 2x4 H 3x4 = 3x6 = 3x8 - 2x4 II 7x10 = 5x12 = 6x8 = 18-8 -8 7-8-0 15-8 -1 16-7 -8 y 21 -0-0 28 -11 -15 31 -4 -0 37-0-0 44 -8-0 7-8 -0 8-0-1 2 -112- 41-0 i 7 -11 -15 2-4-1 5-8-0 I 7-8-0 2 -3-8 Plate Offsets (X,Y) -- [2:0- 2- 0,0- 2 -12], [3:0- 6- 0,Edge], [6:0- 4- 0,0 -2 -4], [14:0- 4- 0,0 -3-4], [16:0 -2- 12,0 -2 -4] LOADING (psf) SPACING 2 - - CSI. DEFL- in (Ioc) I /defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert (LL) -0.50 13 -14 >631 240 MT20 244/190 TCDL 10.0 1 Lumber DOL 1.25 BC 0.91 Vert (TL) -1.05 13 -14 >297 180 MT2OHS 187/143 BCLL 0.0 ` Rep Stress Incr YES WB 0.72 Horz(TL) 0.03 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 346 Ib FT = 20% LUMBER BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc purtins, BOT CHORD 2x4 SP No.2 `Except' except end verticals. 4- 17,5- 15,7 -12: 2x4 SP No.3, 13 -14: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. Except: WEBS 2x4 SP No.3 1 Row at midpt 4 -16, 5 -14 WEBS 1 Row at midpt 1 -20, 2 -18, 3 -16, 6 -14 REACTIONS. (Ib /size) 21= 446/0 -4 -0, 10= 840/0 -4 -0, 16= 2264/0 -3 -8 Max Horz 21= 133(LC 11) Max Uplift 21=- 101(LC 12), 10=- 209(LC 12), 16=- 621(LC 12) Max Gray 21= 527(LC 23), 10= 867(LC 22), 16= 2264(LC 1) FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -21 =- 459/180, 1 -2 =- 336/53, 2 -3 =- 75/394, 3-4 =- 54/554, 6 -7 =- 799/355, 7 -8 =- 817/251, 8-9=-892/247, 9 -10 =- 799/310 BOT CHORD 18- 20=- 64/362, 4- 16=- 1168/327, 15 -16 =- 359/0, 5 -14 =- 481/313, 13 -14 =- 76/435, 7 -13 =- 327/205, 11 -12= -307/0 WEBS 1- 20= 54/398, 2 -18 =- 660/237, 3-18=-115/571, 3-16=-1153/422, 14 -16 =- 427/367, 4 -14 =- 391/1226, 6- 14=- 982/331, 6 -13 =- 249/874, 11 -13 =- 188/1117, 8- 13=- 374/156, 8-11 =- 549/260, 9 -11 =- 279/1032 NOTES ���01111111//11 1) Unbalanced roof live loads have been considered for this design. `�•'' A ER P . Pit l s � 2) Wind: ASCE 7 -10; VuIt= l30mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.Opsf; h=25ft; B =45ft; L =45ft; eave =5ft; Cat. ,�� •• \ E lV s ••. �i fi � 11; Dip C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 4 -7 -6, Interior(1) 4 -7-6 to 15 -8 -1, Exterior(2) 15 -8 -1 `� V F • • 0 to 33 -5 -9, Interior(1) 33 -5 -9 to 37 -0 -0 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate . ; • NO 22839 I. grip DOL =1.60 •3) Provide adequate drainage to prevent water ponding. - * ; * - 4) All plates are MT20 plates unless otherwise indicated. - * 1 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. : : / f 6) * This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide � -o 'p • ; TAT E, F •• J will fit between the bottom chord and any other members, with BCDL = 10.0psf. 0 :• ( `� • ,� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) �� '�ti' �, J * r� P . - %� 21 =101, 10 =209, 16 =621. �j �. R �;o G, ,% Walter P. Rnn PE No.22839 MTek USA, Inc. R- Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII -7473 rev. 10/03!2015 BEFORE USE. MI Design valid for use only with MITek8- connectors. This design is based only upon parameters shown, and Is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and /or chord members only. Additional temporary and permanent bracing Mffek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery- erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DS8-89 and BCSI BuildIng Component 6904 Parke East Blvd. Safety Informalon avdlable from Truss Plate Institute, 218 N. Lee Street- Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Oty Ply 9610T0 T25 Piggyback Base 1 1 T8432083 Building Component Supply, Jacksonville, Fl 32256 Job Reference (optional) 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:20:54 2016 Page 1 4 - 11 - 12 1 9 1 15 1 18 2 8 - rtNl ?tzpLODOPCdaDs - mBDgWwD 9 Gug7SxP4 - 0V3fPBknjMX3zQtBN 4 -11 -12 4-8-4 6 -0 -1 2 -11 -7 I 10 -4 -7 I 35 0 0 39-8-4 1 44 -8 -0 6-0-1 4 -8 -4 4 -11 -12 I 6x6 Scale = 1:84.4 7.00 12 4x5 = 2x4 5x6 = r 4 5 26 6 27 28 29 7 2x4 P f_ 2x4 11 5x6 = 8 j H 1 3x4 = 25 3p 5x6 = 2x4 11 9 3 x4 = 6 - 11 � o 0 17 m r.r I4 I° 14 13 12 23 33 22 21 34 20 19 2x4 11 2x4 I g = 37 38 33f4 = 3x4 = 3x4 = 3x6 = 3x8 = 2x4 II 7x10 = 5x12 = 6x8 = 21 -0-0 9 -8-0 15-8-1 18 -7-818 -8 -8 31-4-0 35-0-0 44 -8-0 9-8-0 6-0-1 i 2 -11 -7 0-- 02 -3 -8 10-4-0 3 -8-0 9 -8 -0 Plate Offsets (X,Y) -- [4:0- 1- 8,0 -2 -4], [7:0- 4- 0,0 -2 -4], [13:0- 2- 8,0 -1 -8], [15:0- 5- 8,0 -2 -0], [16:0- 4- 0,0 -3 -4], [18:0 -2- 12,0 -2-4] LOADING (psf) SPACING 2 - - CSI. DEFL. in (loc) I /defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.50 15 -16 >630 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -1.05 15 -16 >299 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(TL) 0.04 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 i Matrix -MS Weight: 367 Ib FT = 20% LUMBER BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 5 -19,6- 17,8 -14: 2x4 SP No.3, 15 -16: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. Except: WEBS 2x4 SP No.3 T- Brace: 2x4 SP No.3 - 5 -18, 6 -16 OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 4 -18, 7 -16 T- Brace: 2x4 SP No.3 - 2 -23, 2 -22, 3 -20, 10 -12 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131 "x3 ") nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. REACTIONS. (Ib /size) 23= 519/0 -4 -0, 12= 891/0 -4 -0, 18= 2140/0 -3 -8 j Max Horz 23=- 100(LC 10) Max Uplift 23=- 128(LC 8), 12=- 226(LC 12), 18= 581(LC 12) Max Gray 23 =582(LC 23), 12= 917(LC 18), 18= 2190(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 309/46, 3 -4 =- 37/272, 4 -5 =- 31/435, 7 -8 =- 882/347, 8 -9 =- 883/268, 9 -10 =- 880/237 BOT CHORD 22 -23 =- 98/303, 20 -22 =- 57/326, 5- 18=- 1187/355, 17 -18 =- 353/0, 6- 16=- 472/304, 15-16=-133/502, 13 -14 =- 432/0, 12- 13=- 206/574 WEBS 2 -23 =- 449/163, 3 -22= 0/344, 3 -20 =-669/ 198, 4 -20 =- 129/575, 4 -18 =- 1017/361, ,,W 11 W W I / ,, 9- 6 1 38 - 36 9 70 69 1 56 - 31 8/1 04, 1 0 1 36 - 62/ 4, 1 125 - 8943360, 13 -15 =- 139/1253, ``S . P � i A Imo, NOTES- :44 AV. �.\G � °i 1) Unbal roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; VuIt= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.opsf; h =25ft; B=45ft; L =45ft; eave =5ft; Cat. NO 22839 S II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 4 -7 -6, Interior(1) 4 -7-6 to 15 -8 -1, Exterior(2) 15 -8 -1 * • • • : * • to 33 -5 -9, Interior(1) 33 -5 -9 to 35 -0 -0 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate — - * ' grip DOL =1.60 ='o r 3) Provide adequate drainage to prevent water ponding. 1 - 5 3 : TAIL -OF : n � 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 Orb' ; j .1 \ Q' -r will fit between the bottom chord and any other members, with BCDL = 10.0psf. i• •••V R VV-;* ` G\ `: � 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =1b) � ', s ts ` • � Sr N 23 =128, 12 =226, 18 =581. 7) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,� �O '`,���� Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East BNd. Tampa FL 33610 Date: April 14,2016 ■ WARNING - Verily design parameters and READ NOTES ON THLS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with T MiTek® connectors. is design Is based only upon parameters shown, and is for an Individual building component not " a truss system. Before rue, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and /or chord members only. Additional temporary and permanent tracing MiTek• Is always required for stability and to prevent colictpse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI 1 Quaitty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. 1 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qt Pl T8432084 9610T0 T26 Piggyback Base 1 1 Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:20:56 2016 Page 1 I D: wuJ ?tZpLODOPCdaDszkCp ?- iXKaxcFX1 f?n4a2C FtztoulkDs42XZaU B5CScyzQtBL 5-10-0 I 11 -8 -0 15 -8 -1 18 -7 -8 28 -11 -15 33 -0 -0 38 -8 -4 44 -8 -0 5 -10 -0 5 -10 -0 4 -0 -1 I 2 -11 -7 10 -4 -7 I 4 -0 -1 5 -8 -4 5 -11 -12 Scale = 1:80.2 4x5 = 7.00 Fli 5x6 3x6 = 5x6 = 4 5 6 29 7 30 31 8 4x5 = 5x8 = _s 9 5x6 = 3x4 = 4x5 = 1 2 10 11 12 28 =: \ 32 1 0 o l�:::. ° tai 36 37 ° 2 1 6 17 16 14 13 27 33 26 34 25 24 35 23 22' 20 = 7x10 = 38 15 39 3x8 = 3x6 = 3x8 = 6x8 = 3x8 = 3x6 = 3x4 = 21 -0-0 5-10-0 11-8 -0 15-8 -1 18-7- 818 -8 31-4-0 33-0 -0 38-8-4 44-8-0 5-10-0 5-10-0 � 4 -0-1 I 2 -11 -7 0402 - 3 -8 1 10-4-0 ' 1-8-0 I 5-8-4 I 5 -11 -12 1 Plate Offsets (X,Y) -- [3:0- 5- 4,0 -2 -8], [4:0- 1- 4,0 -2 -4], [8:0- 4- 0,0 -2 -4], [16:0- 2- 8,0 -1 -8], [18:0 -4- 12,0 -3-0], [19:0- 4- 0,0 -3 -4], [21:0 -2- 12,0 -2 -4] LOADING (psf) SPACING 2 - - CSI. DEFL. in (loc) I /defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.50 18 -19 >630 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -1.04 18 -19 >300 180 BCLL 0.0 * Rep Stress Incr YES WB 0.70 Horz(TL) 0.03 13 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 1 Matrix -MS Weight: 402 Ib FT = 20% 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 "Except* except end verticals. 5- 22,7 - 20,9 -17: 2x4 SP No.3, 18 -19: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5 -1 -0 oc bracing. Except: WEBS 2x4 SP No.3 T- Brace: 2x4 SP No.3 - 5 -21, 7 -19 OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 4 -21, 8 -19 T- Brace: 2x4 SP No.3 - 1 -27, 12 -13, 2 -26, 3 -23 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131 "x3 ") nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. REACTIONS. (lb /size) 27= 489/0 -4 -0, 13= 869/0 -4 -0, 21= 2192/0 -3 -8 Max Horz 27= -67(LC 10) Max Uplift 27 =- 140(LC 8), 13=- 222(LC 12), 21=- 590(LC 12) Max Gray 27= 577(LC 23), 13= 939(LC 18), 21= 2266(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -27 =- 506/198, 1 -2 =- 261/70, 2 -3 =- 261/70, 3 -4 =- 58/299, 4-5=-81/497, 8 -9 =- 805/279, 9 -10 =- 825/245, 10- 11=- 700/207, 11 -12 =- 583/182, 12 -13 =- 835/326 BOT CHORD 5-21=-1206/382, 20- 21 =- 354/0, 7- 19=- 464/298, 18 -19 =- 141/471, 16-17=-403/0, 14- 16=- 182/583 *1 /11111/ WEBS 4 -23= 166/675, 4 -211= 1049/349, 19 -211 -3 0/298, 5 -19 —389 1222, 8 -119 — 964/322, `s �JP, ..ER P A .7•,, / l 8 -18 =- 177/828, 16 -18 =- 120/1113, 10 -16 =- 453/128, 11 -14 =- 564/287, 12-14=-284/911 `�� � • ‘c E Nd ' . . • + °0 • NOTES 1) Unbalanced roof live loads have been considered for this design. No 22839 2) Wind: ASCE 7 -10; VuIt= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.0psf; h =25ft; B =45ft; L =45ft; • eave =5ft; Cat. ••• * •• • ; 11; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 4 -7 -6, Interior(1) 4 -7-6 to 15 -8 -1, Exterior(2) 15 -8 -1 • * • — to 33 -0 - Interior(1) 33 -0 -0 to 44 -6 -4 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate -o : A ¢ grip DOL =1.60 '33 y ; 3) Provide adequate drainage to prevent water ponding. i O e w E F •. �, 4) All plates are 2x4 MT20 unless otherwise indicated. 1, .(- y.• •s,dyi . ' p S�� ,. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,I ' � ' R % ;- °' c�, \, �� 6) w* ill This truss has been desined for a between the bottom chord and any other members, with live load of 20.0psf on 10 Opsf - all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide li t `ON A, , i ,,, �� ,` 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) 27 =140, 13 =222, 21 =590. Walter P. Finn PE No.22839 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. MRek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 1 iii a WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev. 10/032016 BEFORE USE. Design valid for use only with MITekS connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicabilly of design parameters and properly incorporate fills design into the overall building design. Bracklg Indicated is to prevent buckling of Individual truss web and /or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSI /TPI I Quality Criteria, DSB -89 and SCSI Building Component 6904 Parke East Bbd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 l Job Truss Truss Type Qty Ply • 9610 T27 Piggyback Base 1 1 T8432085 Building Component Supply, Jacksonville, Fl 32256 Job Reference (optional) 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:20:57 2016 Page 1 I D:wuJ4rtN I? tZpLODOPCdaDszkCp ?- Ajuy8yF9oz7dhjd PpbU6K61xUGUQGyjeQIx08OzQtBK I 6 -11 -12 13 -8 -0 15-8 1 18 -7 -8 23 -10 -4 28 -11 -15 31-0-0 37 -10 -0 6 -11 -12 6 -8 -4 1 2-0 -1 1 2-11-7 1 5 -2 -12 1 5 -1 - 1 2-0 -1 I 6-10-0 1 -10 6 6 - -0 7.00 riT 5,6,- Scale = 1:80.2 2x4 H 3x4 = 5x6 = 4x5 = 2x4 II 5x6 = q 5 24 25 6 26 27 7 2x4 II 4x5 = 5x8 = 1 2 , � i 22 \ / �8. 9 10 ilg \I 29 , , / : : 1 . \ , th - _ 0 , ! I 15 14 I 1 I _ 2 •:, it 21 30 20 31 19 32 33 34 35 13 36 6 37 18 17 3x4 = 3x8 = 2x4 ; 2x4 II 3x8 = 3x6 3x8 = 2x4 II 3x6 = 7x10 = 3x4= 1 6 -11 -12 13 -8 -0 15-8 1 18-7-818 23 -10 -4 28 -11 -15 31 -0-0 37 -10 -0 44-8-0 6 -11 -12 6-8-4 1 2 -0 -1 I 2 - 11 -7 0-1-0 5 -1 -12 5 -1 -12 1 2 -0 -1 I 6 -10 -0 1 6 -10 -0 Plate Offsets (X,Y) -- [4:0- 1- 4,0 -2- 4],[ 7: 0- 3- 0, 0- 1- 12],[8:0- 5- 4,0 -2- 8],[16:0 -4- 12,0 -3 -4] LOADING (psf) SPACING- 2 - - CSI. DEFL. in (loc) 1 /dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert (LL) -0.18 18 -20 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.37 18 -20 >596 180 BCLL 0.0 • Rep Stress Incr YES WB 0.90 Horz(TL) 0.01 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 383 Ib FT = 20 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 'Except' except end verticals. 5 - 17: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. Except: WEBS 2x4 SP No.3 T- Brace: 2x4 SP No.3 - 5 -16 OTHERS 2x4 SP No.3 WEBS T- Brace: 2x4 SP No.3 - 1 -21, 10 -11, 2 -20, 3 -18, 4 -16, 6 -16, 7 -15, 8 -14, 8 -12, 9 -12 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. REACTIONS. (Ib /size) 21= 573/0 -4 -0, 11= 929/0 -4 -0, 16= 2048/0 -3 -8 Max Horz 21= -33(LC 10) Max Uplift 21=- 154(LC 8), 11=- 235(LC 12), 16 =- 559(LC 12) Max Gray 21= 666(LC 23), 11 =1029(LC 18), 16= 2182(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -21 =- 561/224, 1- 2 =- 302!78, 2-3=-302/78, 4 -5 =- 74/300, 5-6=-74/301, 6 -7 =- 314/112, 7 -8 =- 906/267, 8 -9 =- 616/188, 9 -10 =- 616/188, 10 -11 =- 896/349 BOT CHORD 5- 16=- 276/184, 15 -16 =- 64/314, 14- 15.160/578, 12-14=-197[745 WEBS 1 -20 =- 127/498, 2-20=-478/296, 3 -20 =- 127/386, 3- 18.532/246, 4-18=-181[783, t o11111/ 1/ 8 -14 =- 537/264, 9-12=-477/296, 10- 12 = -29 69 7 -15 =- 593/202, 7-14=-201/818, • � NPV • — P . P � ii, NOTES ,` ∎ ,%N. 4 4••• GEN d.• I, ' 40 • 1) Unbalanced roof live loads have been considered for this design. NO 22839 •• • • 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.Opsf; h =25ft; B =45ft; L =45ft; eave =5ft; Cat. - 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C -C Exterior(2) 0 -1 -12 to 4 -7 -6, Interior(1) 4 -7-6 to 15 -8 -1, Exterior(2) 15 -8 -1 - * : • . to 31 -0 -0, Interior(1) 31 -0 -0 to 44 -6 -4 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate = ;k grip DOL =1.60 .� • / • s J CC 3) Provide adequate drainage to prevent water ponding. i� :STATE - OF : ' 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O 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 "� 'C� ' ;, \-. Pr' f� 4� will fit between the bottom chord and any other members, with BCDL = 10.Opsf. � i �` ` • � ` 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) �4, '•0:3/ON Si `• .... �• 21 =154, 11 =235, 16 =559. At to% 7) Warning: Additional perman and stability bracing for truss system (not part of this component design) is always required. Walter P. Finn PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 ■ 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MP -7473 rev. 1dV3/ZOlS BEFORE USE Design valid for use oNy with MITekS connectors. This design Is based only upon parameters shown, and is for an individual buHding component not truss trL system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and /or chord members only. Additional temporary and permanent bracing NE MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ■ fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TP1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty Ply 1 T8432086 9610T0 T28 Roof Special 1 1 Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:20:58 2016 Page 1 I D:wuJ4rtN I? tZpLODOPCdaDszkCp ?- fvSKLIGnZGFUJtCbM I? LtJg6Uggr?QUnePhZgqzQtBJ 6-5 -3 12 -6 -13 18 -8 -8 I 25 -1 -8 31 -6 -8 I 37 -11 -8 44 -8 -0 6 -5 -3 6 -1 -11 6-1 -11 6 -5 -0 6 -5 -0 6 -5 -0 6 -8 -8 Scale = 1:78.6 4x5 = 2x4 I 3x8 = 3x6 = 4x5 = 3x4 = 3x6 = 2x4 3x4 = 4x5 = 1 22 2 3 4 5 23 6 7 8 24 9 25 10 i .11 2 -- 15 14 12 11 ____ ............0 1 :;;: • , .. Il 1 21 26 20 27 19 18 17 28 3x4 = 29 13 30 3x4 = 31 2x4 II 2x4 I 3x8 = 3x6 - 2x4 I 3x6 4x5= 5x8= 3x8— 1 6-5 -3 12 -6 -13 1 18 -8 -8 18 -2 -4 25 -1 -8 31 -6 -8 37 -11 -8 I 44 -8 -0 { 6-5 -3 6 -1 -11 6 -1 -11 0 -1 -12 6 -3 -4 6 -5 -0 6 -5 -0 6-8-8 Plate Offsets (X,Y) -- [16:0- 6- 0,0 -3 -0] LOADING (psf) SPACING- 2 - - CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.07 11 -12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -0.16 11 -12 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.87 Horz(TL) 0.01 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 375 Ib FT = 20% 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 'Except` except end verticals. 5 -17: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: WEBS 2x4 SP No.3 6 -0 -0 oc bracing: 17- 18,15 -16. OTHERS 2x4 SP No.3 T- Brace: 2x4 SP No.3 - 5 -16 WEBS T- Brace: 2x4 SP No.3 - 1 -21, 10 -11, 2 -20, 3 -16, 6 -15, 8 -14, 9 -12 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131 "x3') nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. REACTIONS. (lb /size) 21= 580/0 -4 -0, 11= 927/0 -4 -0, 16= 2042/0 -3 -8 Max Uplift 21=- 167(LC 8), 1 1— 243(LC 9), 16=- 540(LC 12) Max Gray 21= 641(LC 17), 11= 1031(LC 17), 16= 2163(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -21 =- 525/235, 3 -5 =- 91/295, 5 -6=- 369/102, 6 -8 =- 617/182, 8 -9 =- 617/182, 9 -10=- 532/160, 10- 11=- 902/347 BOT CHORD 5-16=-1287/502, 15-16=-293/91, 14-15=-102/369, 12 -14 =- 160/532 WEBS 1 -20 =- 141/443, 2 -20 =- 413/260, 3 -16 =- 783/236, 5 -15 =- 340/1168, 6 -15 =- 754/351, .als1111 /1//i 6 -14 =- 144/444, 8 -14 =- 371/216, 9 -12 =- 562/302, 10 -12 =- 277/923 ,,��.P4- P. F NOTES- ` � % 1) Wind: ASCE 7 -10; Vult =130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.Opsf; h =25ft; B =45ft; L =45ft; eave =5ft; Cat. �� ' \. F • , 0 II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 4 -7 -6, Interior(1) 4 -7 -6 to 44 -6 -4 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 • No 22839 • 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. ' * ,r 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 :13 : ''' , /'� • cc will fit between the bottom chord and any other members, with BCDL = 10.0psf. 1 •STAT 15F : ' 9 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (jt =lb) �0 � 21 =167, 11 =243, 16 =540. • oc,.. s , J ', \ ` , , 6) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. � i, F • * . F . .. Walter P. Finn PE No.22839 Mfrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Mp -7473 rev. 10V0=015 BEFORE USE. MI Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component not a taus system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and /or chord members only. Additional temporary and permanent bracing MiTek' Ls always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/1Pf 1 Quality Criteria, DSB and BCSI Building Component 6904 Parke East Blvd. Safety Information available Born Truss Plate institute, 218 N. Lee Street, Suite 312, Nexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type , QI Pl 9610T0 T29 Roof Special 5 1 T8432087 Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:20:59 2016 Page 1 I D:wuJ4rtN I? tZpLODOPCdaDszkCp ?- 760jZeHPKaNLx1 nnwOXaQXN FY4AH kz0xt3Q6DGzQtBI 7-11-3 I 15 -6 -13 23 -2 -0 28 -3 -8 33 -4 -8 38 -10 -8 44 -8 -0 7 -11 -3 7 -7 -11 7 -7 -3 5 -1 -8 I 5 -1 -0 5-6-0 5 -9-8 Scale = 1:80.4 3x6 = 4x5 = 2x4 I I 3x6 = 3x8 = 4x5 = 2x4 I I 4x5 = 3x8 = 2x4 I I 1 22 2 3 4 23 5 24 6 7 25 8 9 26 10 0 0 7 , i ` \ r 5x8 = 29 15 30 3x8 = 5x8 = `.. :N i i 13 12 Io. 27 20 28 19 11 31 21 18 17 2x4 II 3x4 = 3x4 = 2x4 I I 3 = 3x6 = 3x4 = 3x5 I! I 7-11 15 -6 -13 23 -0 -12 23 28 -3 -8 33 -4 -8 38 -10 -8 44 -8 -0 7 -11-3 7 -7 -11 7 -5 -15 0 -1-4 5 -1 -8 5-1 -0 5 -6 -0 5 -9-8 Plate Offsets (X,Y) -- [14:0- 5- 8,0 -2 -8], [16:0- 5- 8,0 -2 -8], [17:0 -2- 12,0 -1 -8] LOADING (psf) SPACING 2 - - CS!. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.15 20-21 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.31 20 -21 >897 180 BCLL 0.0 ` Rep Stress Incr YES WB 0.47 Horz(TL) 0.02 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 373 Ib FT = 20% LUMBER BRACING - TOF CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc puffins, BOT CHORD 2x4 SP No.2 `Except' except end verticals. 5- 17,8 -13: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3 -10 -8 oc bracing. Except: WEBS 2x4 SP No.3 1 Row at midpt 5 -16 WEBS 1 Row at midpt 1 -21, 10 -11, 1 -20, 2 -20, 4 -16, 8 -15, 9 -12, 9 -11 REACTIONS. (Ib /size) 21= 840/0 -4 -0, 11= 780/0 -4 -0, 17= 1930/0 -3 -8 Max Uplift 21=- 220(LC 8), 11=- 206(LC 9), 17=- 515(LC 12) Max Gray 21= 929(LC 17), 11= 800(LC 17), 17= 1957(LC 17) FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -21 =- 772/322, 1 -2 =- 458/139, 2 -4 =- 458/139, 5 -6 =- 307/85, 6-8=-307/85, 8 -9 =- 526/163 BOT CHORD 18 -20 =- 107/383, 16- 17=- 1901/651, 5- 16=- 1113/452, 14- 15=- 164/529, 11-12=-115/365 WEBS 1 -20=- 227/751, 2 -20=- 508/313, 16 -18 =- 123/417, 4- 16=- 822/249, 5-15=-271/881, 6-15 =- 291/172, 8 -15 =- 388/137, 12-14=-121/395, 9 -14 =- 86/279, 9-11=-705/222 NOTES - 1) Wind: ASCE 7 -10; VuIt= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.Opsf; h =25ft; B =45ft; L =45ft; eave =5ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 4 -7 -6, Interior(1) 4 -7-6 to 44 -6 -4 zone;C -C for 01111111/p members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 ` ,,•S PA ' -DER P p 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. N .. . \ 0 E N S+ . ••4 '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 `. N. F •• 00 0 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 100 Ib uplift at joint(s) except (jt =1b) • • NO 22839 21= 220,11= 206,17 =515. : l • . * :'13:' • 1. O ...,:.,k, w TA1E - OF " �� A - .. P, e r ,. .0 • ti. -e ' ........ R ;. "_ '\ i � ONAl Ego Walter P. Finn PE No.22839 MITek USA, Inc. R Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 ■ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MO -7473 rev. 101022015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent trickling of individual truss web and /or chord members only. Additional temporary and permanent bracing MiTek' k always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/lP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avdlable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qt Pl 9610T0 T30 Roof Special 3 1 T8432088 Building Component Supply, Jacksonville, Fl 32256 I , Job Reference (optional) 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:21:01 2016 Page 1 ID: wuJ4rtNI? tZ p LO DOPCdaDszkCp? - 3 U 8 T KJfrBd3ALxA2QZ2VySdmtrUCpNDLNvDH9zQtBG 5 -1 -12 i 10 -0 -0 18 -0 -0 I 22 -10 -12 I 27 -9 -0 33 -4 -8 39 -0-4 I 44 -8 -0 5 -1 -12 4 -10 -4 8 -0 -0 4 -10 -12 4 -10 -4 5-7 -8 5 -7 -12 5 -7 -12 3x6 = Scale = 1:79.7 4x5 = 3x4 = 2x4 I I 3x6 = 4x5 = 3x8 = 4x5 = 2x4 I I 3x4 = 4x5 = 1 2 25 3 4 5 26 6 27 7 8 28 9 10 29 11 B 1 2 f3 ® E ° o m 0 2b \ / 16 1� f 5x8 = 32 5x8 -' , • = 31 5x8 _ _ j o 1 , - •- i Ia 4 14 13 12 24 30 23 22 19 18 17 2x4 11 3x8 = 2x4 11 2x4 1 1 3x8 = 2 x 4 I I 2x4 I I 3x8 = 3x5 I I 5 -1 -12 10 -0 -0 18 -0 -0 22 -10 -12 27 -7 -12 270 33 -4 - 39 -0 -4 I 44 - - 5 -1 -12 4 -10-4 8 -0 -0 4 -10 -12 4 -9 -0 0- -4 5 -7 -8 5 -7 -12 5 -7 -12 Plate Offsets (X,Y) -- [15:0 -2- 12,0 -2 -8], [16:0- 5- 8,0 -2 -8], [17:0 -2- 12,0 -1 -8], [20:0- 6- 4,0- 2 -12], [21:0 -2- 12,0 -2 -8], [23:0- 2- 8,0 -1 -8] LOADING (psf) I SPACING 2 - - CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.17 20 -21 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 I BC 0.70 Vert(TL) - 0,45 20 -21 >727 180 BCLL 0.0 • Rep Stress Incr YES WB 0.73 Horz(TL) 0.06 17 n/a n/a BCDL 10.0 Code FBC2014/TP12007 l Matrix -MS Weight: 412 Ib FT = 20% LUMBER BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5 -5 -7 oc puffins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 3- 22,5- 19,7- 17,9 -14: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3 -8 -3 oc bracing. Except: WEBS 2x4 SP No.3 1 Row at midpt 3 -21, 5 -20, 7 -16, 9 -15 WEBS 1 Row at midpt 1 -24, 11 -12, 2 -23, 6 -18, 6 -16, 10 -15, 10 -13 REACTIONS. (Ib /size) 24= 971/0 -4 -0, 12= 470/0 -4 -0, 17= 2109/0 -3 -8 Max Uplift 24- 250(LC 12), 12=- 142(LC 9), 17 =- 566(LC 12) Max Gray 24= 990(LC 17), 12= 491(LC 17), 17= 2109(LC 1) FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -24 =- 927/351, 1 -2 =- 380/122, 2-3=-734/231, 3 -5 =- 746/236, 5 -6 =- 603/181, 6 -7 =- 157/442,11 -12 =- 424/190 BOT CHORD 3 -21 =- 415/243, 20- 21=- 185/618, 5- 20=- 561/302, 16 -17 =- 2070/699, 7 -16 =- 987/415, 15 -16 =- 439/157, 9 -15 =- 334/196 WEBS 1 -23 =- 281/877, 2- 23=- 884/372, 21- 23=- 120/443, 2- 21 =- 219/700, 6- 20 =- 295/913, 6-16 =- 1098/352, 7 -15 =- 274/820, 11 -13 =- 106/329 NOTES - 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =45ft; eave =511; Cat. ,,,r,1111i1>tii II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 4 -7 -6, Interior(1) 4 -7-6 to 44 -6 -4 zone;C -C for ,� 0% - ER P . R 11i, members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 1 .\- / 2) Provide adequate drainage to prevent water ponding. • � • G E N • •• • .Y4' � 0 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •.: •• •\.' S F '••• °. 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 ••• .' No 22 839 • 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 100 Ib uplift at joint(s) except (jt =1b) * : • : 24 =250, 12 =142, 17 =566. • * : r • :9 • •TATE: VF : Li, O'•• .' ti i tt• :"( R ma .• • 11 9/O N A L G %iN • , /1111/ ; Walter P. Ann PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MIF7473 rev. 1ON312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an krdiAclual building component, not a truss system. Before use, the building designer must verify the applicabiity of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and /or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/1PI1 Quality Criteria, 13S8 -89 and BCSI Building Component 6904 Parke East Blvd. Safely Information avdiable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T8432089 9610T0 T31 Roof Special 1 1 Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:21:02 2016 Page 1 I D:wuJ4rtN I ?tZpLODOPCdaDszkC p ?- XhhrBfJlcVlwoV W Mb84H 19 ?nDHBNxEzNZ 1 fnpbzOtBF 7 -2 -0 14 -0 -8 20 -11 -0 27 -9 -0 33 -4 -8 38 -10 -8 I 44 -8 -0 7 -2 -0 6 -10 -8 6 -10 -8 6 -10-0 5 -7 -8 5 -6 -0 5 -9 -8 Scale = 1:80.2 3x6 = 4x5 = 3x6 = 4x5 = 2x4 II 4x5 = 1 22 2 3 4 23 5 24 6 7 25 8 9 26 10 .r w , is m ® 1D rtim so ao ao va co ® m o, EC 15 14 r o \\'' ,' \ m 30 5x8 c o � • -9 N F .. / 5x8 = A i E ��� O' 13 12 11 1 1 21 27 20 2819 18 29 17 16 2x4 I I 3x8 = 31 2x4 I I 2x4 11 3x6 3x8 = 3x5 II 7 -2 -0 14 -0 -8 I 20 -11 -0 27 -7 -12 2719-0 33 -4 -8 I 38 -10 -8 44 -8 -0 7 -2 -0 6 -10 -8 6 -10 -8 6 -8 -12 044 5 -7 -8 5-6 -0 5 -9-8 Plate Offsets (X,Y) -- [14:0 2 8,0 - 2 - 0], [15:0 5 8,0 - 4 - 0], [16:0 - 12,0 - 1 - 8] l ' I LOADING (psf) SPACING- 2 - - CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.09 20 -21 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.21 20 -21 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.84 Horz(TL) 0.02 16 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 406 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc puffins, BOT CHORD 2x4 SP No.2 'Except` except end verticals. 6- 16,8 -13: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3 -10 -4 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 1 -21, 4 -17 OTHERS 2x4 SP No.3 Web Brace: Length (member) 6 -1 -1 (10 -11); 7 -1 -1 (2 -20); 7 -1 -1 (4 -18); 6 -8 -10 (5 -15); 6 -1 -1 (9 -12); REACTIONS. (lb /size) 21= 1024/0 - 4 - 0, 11= 556/0 - 4 - 0, 16= 1970/0 - 3 - 8 Max Uplift 21=- 262(LC 12), 11=- 147(LC 9), 16=- 535(LC 12) Max Gray 21= 1147(LC 17), 11= 571(LC 17), 16= 1970(LC 1) FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -21 =- 1008/375, 1-2=-652/189, 2 -4 =- 788/219, 4 -5 =- 487/129, 5 -6 =- 121/293, 9-10=-252/77, 10-11=-507/215 BOT CHORD 18 -20 =- 189/652, 17 -18— 219/788, 15 16=- 1912/671, 6- 15=- 943/416, 14 -15 =- 293/124, 8-14=-317/186 WEBS 1 -20 =- 309/1070, 2- 20=- 633/327, 4 -17 =- 510/154, 5- 17= 0/373, 15-17=-145/547, 5 -15 =- 1042/337, 6- 14=- 259/760, 12- 14=- 76/266, 9 -12 =- 330/205, 10 -12 =- 133/439 NOTES- 111 , � 111 1fI,, 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.Opsf; h =25ft; B=45ft; L =458; eave=5ft; Cat. , �%%% - P. /1 , II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0-1-12 grip to 4-7 -6, Interior(1) 4-7-6 to 44 -6-4 zone;C -C for s�Q\•• ...... /4/ , , members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate ri DOL =1.60 2) Provide adequate drainage to prevent water ponding. .: V \ C' Sk- i • 3) All plates are 3x4 MT20 unless otherwise indicated. •� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. : NO 22839 • 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide E• * •• 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) except (t =lb) - 0 • Q : 21 =262, 11 =147, 16 =535. i•1 � T F 4 . J .... ''ss'O sv - yd. -`' , ' , Ih11 1too- Wafter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 1 � Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO -7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicabiity of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Indlvtdual truss web and /or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent cotlapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPI1 Quality Criteria, DSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 ■ o Job Truss Truss Type , . Qty Ply 9610T0 T32 Roof Special 1 1 T8432090 Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:21:03 2016 Page 1 I D:wuJ4rtN I ?tZpLODOPCdaDszkCp ?- ?tFDP? KwNptnPe4Y9rbW aNYvHha6gi5 W ohOKM2zQtBE 14 -8 -0 7 -2-0 13 -2 -0 14 -0 16 -2- -11 -0 20 27 -9 -0 7-2-0 6 -0 -0 0=10=8 I 7 -6 -0 4 -9 -0 I 6 -10 -0 38-10-8 44-8-0 1 11-1-8 5-9-8 0 -7 -8 Scale = 1:81.7 7.00 112 2x4 11 3x6 = 5x6 = 3x6 = 4x5 = 3x6 = 6 5x6 = 3x8 = 4x5 = 2x4 11 4x5 = 1 2 3 4 f "\ 25 8 26 9 10 27 11 12 28 29 13 r. ,.■ - -i , , Is le RE 7 1 m 6 ® ® :r, I en. co ID 18 1a ` o 5x8 = 5x8 rt _ N O - k .. $ 16 15 14 12 24 30 23 31 22 21 32 20 19 33 _ 2x4 I1 3x8 = 2x4 11 2x4 II 3x6 3x8 = 3x5 I I 7 -2 -0 14 -0 -8 I 20 -11 -0 27 -7 -12 27 33 -4 -8 I 38 -10 -8 44 -8 -0 7 -2 -0 6 -10-8 6 -10 -8 6 -8 -12 0 -/ -4 5 -7 -8 5 -6 -0 5 -9 -8 Plate Offsets (X,Y) -- [4:0- 3- 8,0 -3 -0], [6:0- 3- 0,Edge], [7:0- 2- 8,0 -3 -0), [17:0- 2- 8,0 -2 -0], [18:0- 5- 8,0 -4 -0], [19:0 -2- 12,0 -1 -8] LOADING (psf) SPACING 2 - - CSI. DEFL. in (loc) I /deft Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.08 20-21 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.50 Vert(TL) -0.19 23 -24 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.78 Horz(TL) 0.02 19 Na n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS j Weight: 383 Ib FT = 20%, LUMBER BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5 -9 -9 oc purlins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 9- 19,11 -16: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3 -10 -6 oc bracing. WEBS 2x4 SP No.3 WEBS Web Brace: Length (member) 5 -11 -1 (1 -24); 5 -11 -1 (2 -23); 5 -11 -1 OTHERS 2x4 SP No.3 (5 -21); 5 -11 -1 (8 -20); 5 -11 -11 (8 -18); REACTIONS. (Ib /size) 24= 1020/0 -4 -0, 14= 549/0 -4 -0, 19= 1981/0 -3 -8 Max Horz 24= -24(LC 10) Max Uplift 24=- 273(LC 12), 14=- 151(LC 9), 19= 544(LC 12) Max Gray 24 =1120(LC 18), 14= 575(LC 22), 19= 1981(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 1 -24 =- 985/358, 1 -2 =- 724/221, 2 -4 =- 873/278, 4 -5 =- 883/312, 5 -7 =- 883/312, 7 -8 =- 874/278, 8- 9=- 141/383, 9 -11 =- 316/82, 11 -12 =- 310/83, 12 -13= 307/91, 13- 14=- 526/217 BOT CHORD 21- 23=- 221/735, 20 -21 =- 162/555, 18- 19=- 1923/682, 9-18=-955/415, 17 -18 =- 383/145, 11 -17 =- 317/186 - WEBS 1-23=-334/1094, 2-23=- 627/332, 2-21=- 88/258, 5-21=-409/271, 8-21=-180/498, 18- 20=- 183/617, 8 -18 =- 1156/377, 9 -17 =- 285/856, 15 -17 =- 91/322, 12 -15 =- 368/212, ,111111111 NOTES 13 -15 =- 1421484 `` ,,` �P0 P � � � . • C EN s : - ' /J/ ‘ 1) Unbalanced roof live loads have been considered for this design. •Z •,* N, �`�•.• °■ 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.Opsf; h =25ft; B =45ft; L =45ft; eave =5ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 13 -2 -8 to 16 -1 -8, Interior(1) 0 -1 -12 to 44 -6 -4 zone;C -C for .. • NO 22839 members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 * ; 3) Provide adequate drainage to prevent water ponding. - • . * • 4) All plates are 3x4 MT20 unless otherwise indicated. = -o ; ? r • 5) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. I. c T AT. OF ' • ¢ � 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 1. :: will fit between the bottom chord and any other members, with BCDL = 10.Opsf. •• A" A t• •• .• 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) °�j,, ss • ..... R . `� % 24 =273, 14 =151, 19 =544. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. I� A` GG /' �� �, • Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Mil Design valid for use only with MiTeke connectors. This design Is based only upon parameters shown and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Indlvkivai truss web and /or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse e with possible personal injury and property damage. For general guidance regarding the fabricatbn- storage, delivery- erection and bracing of trusses and buss systems. seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty Pl T8432091 9610T0 T33 Roof Special 1 1 I Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:21:05 2016 Page 1 I D:wuJ4rtN I ?tZp LO DO PC daDszkC p ? -xG N_phMAvQ7VfyExHGd f od I o U Ef8d U p Ft RQwzQt BC 7 -2 -0 11 -2 -0 14 -8 -0 I 18 -2 -0 20 -11 -0 27 -9 -0 33 -4 -8 38 -10 -8 44 -8 -0 7 -2 -0 4 -0 -0 3 -6 -0 3 -6 -0 2 -9 -0 6 -10 -0 5 -7 -8 5 -6 -0 5 -9 -8 Scale = 1:83.4 7.00 12 5x6 = 4 4x5 = 2x4 II 5x6 = ; _ , 5x6 = 4x5 = 3x6 = 2x4 I I 4x5 = 1 2 / �5 6 7 9 10 11 o� a 23 lir- — ii v r; 16 16�_ tN o 5x8 = 5X8 - O +. 14 13 12 lc) 22 28 21 29 20 30 79 31 32 18 17 2x4 II 3x8 = 2x4 II 2x4 II 3x8 = 3x6 ---= 3x8 = 3x8 = 3x5 II 7 -2 -0 14 -8 -0 I 20-11-0 27 -7 -12 27 33 -4 -8 38 -10 -8 44 -8 -0 7 -2 -0 7 -6-0 6-3-0 6-8 -12 0 -f -4 5 -7 -8 5 -6-0 I 5-9-8 Plate Offsets (X,Y) -- [15:0-2-8,0-2-0], [16:0-5-12,0-4-0], [17:0-2-12,0-1-8], [21:0-2-8,0-1-8] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) 1 /dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.10 19-21 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 , BC 0.56 Vert(TL) -0.23 19 -21 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.72 Horz(TL) 0.02 17 n/a n/a BCDL 10.0 I Code FBC2014/TPI2007 Matrix -MS Weight: 348 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5 -1 -5 oc puffins, BOT CHORD 2x4 SP No.2 `Except` except end verticals. 7- 17,9 -14: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3 -10 -5 oc bracing. WEBS 2x4 SP No.3 WEBS Web Brace: Length (member) 4 -9 -1 (1 -22); 5 -4 -0 (6 -16); OTHERS 2x4 SP No.3 REACTIONS. (Ib /size) 22= 1025/0 -4 -0, 12= 557/0 -4 -0, 17= 1968/0 -3 -8 Max Horz 22 =58(LC 11) Max Uplift 22=- 266(LC 12), 12=- 154(LC 9), 17=- 525(LC 12) Max Gray 22= 1082(LC 18), 12= 576(LC 22), 17= 1968(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -22 =- 963/381, 1 -2 =- 810/255, 2-3=-810/255, 3 -4 =- 903/306, 4-5=-901/300, 5 -6 =- 621/179, 6 -7 =- 155/457, 7 -9 =- 410/114, 9 -10=- 403/115, 10-11-368/114, 11 -12 =- 527/222 BOT CHORD 19 -21 =- 298/953, 18- 19=- 241/796, 16- 17=- 1908/663, 7- 16=- 962/418, 15 -16 =- 459/163, 9- 15=- 312/184 WEBS 1 -21 =- 352/1124, 2-21=-413/260, 3-21=-253/88, 3-19=-422/185, 4 -19 =- 157/661, 5- 18=- 482/170, 6 -18 =- 1/351, 16 -18 =- 203/689, 6- 16=- 1225/384, 7 -15 =- 322/986, �.01 13 -15 =- 115/384, 10-13=-391/225, 11 -13 =- 160/523 x .00` leR P. p i ii, • NOTES- ` � %N 4 . .. E N . S • �.ti � '. 1) Unbalanced roof live loads have been considered for this design. �, F 4. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.Opsf; h =25ft; B =45ft; L =45ft; eave =5ft; Cat. NO 22839 II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 4 -7 -6, Interior(1) 4 -7-6 to 14 -8 -0, Exterior(2) 14 -8 -0 = • L to 18 -2 -0 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 *: • • 3) Provide adequate drainage to prevent water ponding. '' : , �""�, 4) All plates are 3x4 MT20 unless otherwise indicated. ' ) � ; . :Cr.: 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i ` I TATE F * 4!i 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a y rectangle 3 - - tall b 2 -0 -0 wide wit fit between the bottom chord and any other members, with BCDL = 10.Opsf. g , or`Z %t~ } P - •*'4 , 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Q j ` t =1b) �� S1 . • R 1 �� 22 =266, 12 =154, 17 =525. ' I i � � S 0 A` e ` ,• Walter P. Finn PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIMIC REFERANCE PAGE 5(11-7473 rev. 10103/2015 BEFORE USE. -- f Design valid for use oNy with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a hus system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Brackig indicated Is to prevent buckling of individual truss web aril /or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSI /lPI I Quality Criteria, DSB and SCSI Building Component 6904 Parke East Bbd. Safety Information available from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 ■ I Job Truss Truss Type • Qty Ply T8432092 9610TO T34 Roof Special Girder 1 1 Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:21:07 2016 Page 1 ID: wuJ4rtNI ?tZpL0D0PCdaDszkCp ?- ueVkENNQR1 NDuGOKOhgSkDiZvluDcSB6jIMYVpzQtBA 7 -2 -0 9 -2 -0 14 -8 -0 20 -2 -0 27 -9 -0 38 -10 -8 44 -8 -0 7 -2 -0 2 -0-0 5 -6 -0 5 -6 -0 7 -7 -0 11 -1 -8 5 -9 -8 5x6 = Scale = 1:82.9 7.00 rIF 4 NAILED 2x4 ll ? NAILED 2x4 I NAILED 4x5 = 5x6 = 4x5 = 3x6 = NAILED NAILED 4x5 = 5x8= 2 5 6 NAILED 8 NAILED 9 NAILED 10 or ' • 25 7 26 29 30 of , AILED AILEl \ ;r �leeeeei�1r N 15 14 N N 38 39 et l .- N _ i � 0 — .„,, t8� n, „ 6x8 = 5x8 = t3 NAILED 12 NAILED t 1 J° 22 31 21 32 33 20 19 34 18 _ 35 36 37 17 16 NAILED 41 42 43 44 2x4 I I 3x8 NAILED 3x5 3x5 4x10 = 4x10 = THD26 6x6 = 3x12 M18SHS H NAILED NAILED 4x10 = NAILED NAILED NAILED NAILED 7 -2 -0 14 -0 -8 I 20 -2 -0 27 -7 -12 27- 33 -4 -8 38 -10 -8 I 44 -8 -0 7 -2 -0 6 -10-8 6 -1 -8 7 -5 -12 0 -1 -4 5-7 -8 5 -6-0 5-9 -8 Plate Offsets (X,Y) -- [5:0 5 - 4,0 - 8],[11:0 - 12,0 - - 8], [14:0- 2- 8,0 -2- 0],[15:0- 6- 4,0 -4- 0],[18:0- 2- 0,0 -4- 4],[22:0 -2- 12,0 -1 -8] I LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) 1 /dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.17 14 -15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.35 18 -19 >949 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.97 Horz(TL) 0.04 16 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS i Weight: 343 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -7 -5 oc purlins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 6- 16,8 -13: 2x4 SP No.3, 16 -20: 2x6 SP SS BOT CHORD Rigid ceiling directly applied or 2 -10 -2 oc bracing. WEBS 2x4 SP No.3 WEBS Web Brace: Length (member) 3 -7 -1 (1 -22); 6 -0 -8 (5 -19); 5 -7 -5 OTHERS 2x4 SP No.3 (15 -18); T- Brace: 2x6 SP No.2 - 5 -15 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131 "x3 ") nails, bin o.c.,with 3in minimum end distance. Brace must cover 90% of web length. REACTIONS. (Ib /size) 22= 1427/0 -4 -0, 11= 921/0 -4 -0, 16=2957/(0-3-8 + bearing block) (req. 0-4-0) Max Horz 22= 91(LC 6) Max Uplift 22=- 463(LC 8), 11=- 431(LC 5), 16=- 1726(LC 8) Max Gray 22= 1427(LC 1), 11= 955(LC 36), 16= 3386(LC 36) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-22=-1353/490, 1 -2 =- 1415/476, 2 -3 =- 1415/476, 3 -4 =- 1729/651, 4 -5 =- 1630/617, 5- 6=- 304/690, 6 -8 =- 1041/495, 8-9=-1028/501, 9 -10 =- 802/369, 10 -11 =- 882/460 BOT CHORD 19-21=-574/1651, 18 -19 =- 846/1982, 15-16=-3087/1433, 6- 15=- 1269/611, 14 -15 =- 686/308, 8- 14=- 410/259 ‘ g111111/I gi WEBS 5-19=-944/533, 15-18=-911/2172, 5-15=-2795/1230, 0 6 -144 865/1913, 12-14=-406/847, `� E� P • p ' I 9 -12 =- 761/558, 9 -14 =- 175/283, 10-12=-473/1027, 5 -18 =- 542/724 ``� V + . •� G E N 5�.: Y d ie • 1) 2x6 SP SS bearing block 12" long at jt. 16 attached to front face with 3 rows of 10d (0.131 "x3 ") nails spaced 3" o.c. 12 Total " • NO 22839 fasteners. Bearing is assumed to be SP No.2. = *: : ii. •• 2) Unbalanced roof live loads have been considered for this design. Ir : � 3) Wind: ASCE 7 - 10; Vult= 130mph (3 - second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.0psf; h =25ft; B =45ft; L =45ft; eave =5ft; Cat. '0 : 1 Q .; II; Exp C; Encl., GCpi =0.18; MW FRS (directional); Lumber DOL =1.60 plate grip DOL =1.60 i TA X F ' e 4) Provide adequate drainage to prevent water ponding. Q 5) All plates are MT20 plates unless otherwise indicated. l• 'NI' P 6) All plates are 3x4 MT20 unless otherwise indicated. j ` s •.�� R1 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 111" / �\ s N 8) ' 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 � ti, A ` ' �,• S� will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =1b) Walter P. Ann PE No.22839 22 =463, 11 =431, 16 =1726. MITek USA, Inc. FL Cert 6634 10) Use USP THD26 (With 16d nails into Girder & NA9D nails into Truss) or equivalent at 18 -8 -12 from the left end to connect truss(es) 6904 Parke East 81vd. Tampa FL 33610 to back face of bottom chord. Date: 11) Fill all nail holes where hanger is in contact with lumber. April 14,2016 (1&1tlrft a6D'hinaticates 3 -10d (0.148 "x3 ") or 3 -12d (0.148 "x3.25 ") toe - nails. For more details refer to MiTek's ST- TOENAIL Detail. 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 501-7473 rev. 10/03/2015 BEFORE USE. WENN Design valid for use only with MITeke connectors. This design fs based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and /or chord members only. Additional temporary and permanent tracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI /TPI I Quality Criteria, DS8 -89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avdlable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Nexandda. VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty Ply T8432092 9610T0 T34 Roof Special Girder 1 1 Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:21:07 2016 Page 2 NOTES I D: wuJ4rtNI ?tZpLODOPCdaDszkCp ? -ueVkE N NQR 1 NDuGOKOhgSkDiZvluDcSB6jl MYVpzOtBA 13) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 3 =-60, 3- 4 = -60, 4- 5 = -60, 5- 10 = -60, 16- 22 = -20, 14-15=-20, 11- 13 = -20 Concentrated Loads (lb) Vert: 9=-103(B) 12= -19(B) 17 =14(B) 27=- 103(B) 28=-103(B) 29=-103(B) 30=- 103(B) 34=- 1131(B) 35=- 112(B) 37=- 111(B) 38 =66(B) 39 =66(B) 40 =66(B) 41= -19(B) 42=-19(B) 43=-19(B) 44=-19(B) � I I WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE A01-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITeke connectors. this design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and /or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUWPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from lruss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T8432093 9610T0 T35 Roof Special 1 1 Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:21:08 2016 Page 1 ID: wuJ tZpL0D0PCdaDszkCp?- Mr36SjO2CLW4WQzWyOBhHQF17iGeL2OFyy651 FzQtB9 I 7 -10 -8 14 -8 -0 18 -8 -0 l 7 -10 -8 6 -9 -8 4 -0 -0 4x5 = Scale = 1:55.0 - 7.00 ,[ 3 13 14 s4 1L 2x4 1 3x6 = 3x8 = 2 x 4 11 I 7 -10 -8 I 14 -8 -0 18 -8 -0 7 -10 -8 6 -9-8 4 -0 -0 Plate Offsets (X,Y) -- [1:0- 1- 8,0 -1 -8], [2:0- 2- 4,0 -2 -4], [4:0 -1- 12,0 -1 -8] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) I /deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.09 8 -9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.23 8 -9 >975 180 BCLL 0.0 * Rep Stress Incr YES I WB 0.39 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Weight: 151 lb 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2x4 SP No.3 WEBS Web Brace: Length (member) 6 -2 -5 (2 -6); 6 -9 -0 (3 -6); REACTIONS. (Ib /size) 9 =735/0 -4 -0, 5= 735/Mechanical Max Horz 9= -88(LC 10) Max Uplift 9=- 204(LC 8), 5=- 215(LC 12) FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 1 -9 =- 666/258, 1 -2 =- 688/176, 2 -3 =- 414/136, 3 -4 =- 344/157, 4 -5 =- 708/274 BOT CHORD 6 -8 =- 245/696 WEBS 1- 8=- 195/790, 2- 8=- 284/194, 2 -6 =- 544/204, 4- 6=- 163/532 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= 5.0psf; BCDL= 5.0psf; 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 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 14 -8 -0, Exterior(2) 14 -8 -0 to 17 -8 -0 zone;C -C for members and forces & MW FRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 , I, 3) Provide adequate drainage to prevent water ponding. ,� -� ER P it."/ 10i 4) At plates are 3x4 MT20 unless otherwise indicated. `% P A, ,e 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • • ' �G E N S •• • 2 10 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in at areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide •:' • V F'• 1 . will fit between the bottom chord and any other members. No 22839 7) Refer to girder(s) for truss to truss connections. • 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =1b) * • • * 9 =204, 5 =215. • � * • • ?� TA7 NI E F : Vi • ,,'c(` '�•R j�P:� . Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 SWIM Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/0.3/2015 BEFORE USE. Design valid for use only with MITek4 connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the b fding designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and /or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/1PI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information available hom Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa. FL 33610 ,Job Truss Truss Type Qty Ply T8432094 9610T0 T36 Roof Special 1 1 Job Reference (optional) j Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:21:09 2016 Page 1 I D:wuJ4rtN I ?tZpL0D0PCdaDszkCp ? -q 1 dVf3Phzfex7ZYi W 6iwpeo PAcreZhzQtB8 5 -10 -8 10 -3 -4 14 -8 -0 18 -8 -0 5 -10 -8 4 -4 -12 4 -4 -12 4 -0 -0 4x5 = Scale = 1:55.0 4 13 14 7.00 12 A 3x4 3x4 i 12 5 3 _ i 3x4 = 4x5 = 1 I &Ili cP o n cb 4 10 9 15 8 7 6 2x4 I I 3x8 = 3x6 = as = 2x4 I I 5 -10 -8 14 -8 -0 18 -8 -0 5-10 -8 8 -9 -8 4 -0 -0 Plate Offsets (X,Y) -- [5:0 -1- 12,0 -1 -8] LOADING (psf) SPACING- 2 -0 -0 i CSI. ! DEFL. in (loc) I /defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.19 7 -9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.42 7 -9 >529 180 BCLL 0.0 * Rep Stress Incr YES WB 0.59 Horz(TL) 0.01 6 rVa n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 136 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No,2 TOP CHORD Structural wood sheathing directly applied or 5 -7 -3 oc puffins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. REACTIONS. (Ib /size) 10= 735/0 -4 -0, 6= 735 /Mechanical Max Horz 10= 117(LC 12) Max Uplift 10=- 159(LC 12), 6= 227(LC 12) Max Gray 10= 735(LC 1), 6= 748(LC 17) FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -10=- 694/226, 1 -2 =- 769/167, 2 -3 =- 984/274, 3 -4 =- 381/159, 4 -5 =- 371/159, 5- 6=- 7631274 BOT CHORD 7- 9=- 216/577 WEBS 1 -9 =- 189/922, 2 -9= 753/304, 3 -9= 133/521, 3 -7 =- 501/248, 5 -7 =- 150/606 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; VuIt= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.0psf; h=25ft; B =45ft; L =24ft; eave =4ft; 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 14 -8 -0, Exterior(2) sSIII IIf /" 14 -8 -0 to 17 -8 -0 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 s• %%` / ER P. I i i, 3) Provide adequate drainage to prevent water ponding. .• Q / � I, 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,�� . •'�C E IN S �• . y 0 , 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, with BCDL = 10.0psf. • 6) Refer to girder(s) for truss to truss connections. No 22839 • 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =Ib) = * : • 10 =159, 6 =227. • �} • O I TAY F �� ,, v . . ,c-, - � 4 °4.9. p• ,?,. - s ' °/ ` • N A` SN-Os • Walter P. Ann PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East BNd. Tampa FL 33610 Date: April 14,2016 ■ I. ..— Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek8 connectors. this design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verity the appiicabillty of design parameters and properly Incorporate this design Into the overall building design. Brachg indicated Is to prevent buckling of Individual truss web and /or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Wry and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPI 1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Bate Insftture, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 1 Job Truss Truss Type • Qty Ply T8432095 9610T0 T37 Roof Special 1 1 Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:21:09 2016 Page 1 ID :wuJ4rtNl ?tZpLODOPCdaDszkCp ? -q1 dVf3Phzfex7ZYiW6iwpeo _r6cg4QYPAcreZhzQtBB 3 -10 -8 I 9 -3 -4 14 -8 -0 18 -8 -0 3 -10 -8 5 -4 -12 5 -4 -12 4 -0 -0 4x5 = Scale = 1:56.2 4 13 14 7.00 12 x4 12 5 3x4 3 •. 2x4 II 4x5 = 1 j - • 0 P. T 0 m 10 9 15 16 8 7 6 3x4 = 3x4 = 3x6 = 3x8 = 2x4 II 7 - 5 - 12 14 - 8 - 0 18 - 8 - 0 7 -5 -12 7 -2 -4 1 4 -0 -0 Plate Offsets (X,Y) -- [5:0 -1- 12,0 -1 -8] LOADING (psf) SPACING 2 - - CSI. DEFL. in (loc) 1 /dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.07 9 -10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.19 9 -10 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.72 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 130 Ib FT = 20% 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9 -9 -4 oc bracing. REACTIONS. (Ib /size) 10= 735/0 -4 -0, 6= 735/Mechanical Max Horz 10= 165(LC 12) Max Uplift 10— 150(LC 12), 6 =- 236(LC 12) Max Gray 10= 735(LC 1), 6= 735(LC 17) FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3.848/187, 3- 4.394/158, 4 -5 =- 375/165, 5 -6 =- 751/287 BOT CHORD 9 -10 =- 357/854, 7- 9=- 254/666 WEBS 2 -10 =- 943/257, 3 -9 =- 6/344, 3 -7 =- 589/252, 5 -7 =- 164/572 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= 5.0psf; BCDL= 5.Opsf; h =25ft; B =45ft; L =24ft; eave =4ft 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 14 -8 -0, Exterior(2) 14 -8 -0 to 17 -8 -0 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 01111 % 3) Provide adequate drainage to prevent water ponding. ,` 0% ,` eR P F 1 , , • , 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. % ,b....; ........ Ns •• / . • 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide I. will fit between the bottom chord and any other members, with BCDL = 10.0psf. 1... \. F v'v . •••• ° i 4 . 6) Refer to girder(s) for truss to truss connections. q 7) Provide mechanical connection (by others) of truss to bearing late capable of withstanding 100 Ib uplift at joint (s) except t =Ib NO 22839 0. 44 10 =150,6 =236. * ;• . �# ; :� • STA T E. F 'I: /11111111" Walter P. Ann PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East BIvd. Tampa FL 33610 Date: April 14,2016 I mit a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 5111-7473 rev. 100312015 BEFORE USE. Design valid for use only with MITekS connectors. This design Is based only upon parameters shown, and is for an individual building component not a Buss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and /or chord members only. Additional temporary and permanent bracing MiTek' '�.. ts dways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avdlable from Truss Pate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 ■ Job Truss Truss Type , Qty Ply T8432096 9610T0 T38 Roof Special 1 1 1 Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:21:10 2016 Page 1 I D:wuJ4rtNI ?tZpLODOPCdaDszkCp ? - I DAttOQJkymnlj7v3pD9MrK8rVsopt3YPGbC58zQtB7 1 -10 -8 l 8 -3 -4 14 -8 -0 18 -1 -8 1 -10 -8 6 -4 -12 6 -4 -12 3 -5 -8 4x5 = Scale = 1:56.3 4 11 12 2x4 I I 7.0012 10 5 2x4 ll XI' � 9 3 I . , of b 2x4 1 4x5 = I r-. 1 I 3x4 Ir _ at , rta rn C. Y 13 7 14 9 8 6 3x4 = 3x8 = 3x8 MT2OHS = 3x4 = 8 -3 -4 18 -1 -8 8 -3 -4 9 -10-4 Plate Offsets (X,Y) -- [4:0- 2- 4,0 -1 -8], [6:0 -1- 12,0 -1 -8] LOADING (psf) SPACING- 2 -0 -0 1 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.42 6 -8 >504 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.75 6 -8 >284 180 MT2OHS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.77 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 ! Matrix -MS Weight: 131 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5 -5-1 oc purlins, BOT CHORD 2x4 SP No.2 `Except* except end verticals. 6 - 7: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. WEBS 2x4 SP No.3 WEBS Web Brace: Length (member) 7 -2 -5 (4 -6); OTHERS 2x4 SP No.3 REACTIONS. (Ib /size) 9= 713/0 -4 -0, 6= 713/0 -5 -8 Max Horz 9= 226(LC 12) Max Uplift 9=-1 32(LC 12), 6=- 243(LC 12) Max Gray 9= 713(LC 1), 6= 813(LC 17) FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 881/154, 3 -4 =- 961/355 BOT CHORD 8 -9 =- 405/867 WEBS 2- 9=- 962/279, 3- 8=- 550/338, 4 -8 =- 324/959, 4-6 =- 626/270 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= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave=4ft; Cat. t II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 1 -10 -8, Interior(1) 1 -10 -8 to 14 -8 -0, Exterior(2) , -DER p p 14 -8 -0 to 17 -8 -0 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 �%,\.• • • E AI . L i., , 3) Provide adequate drainage to prevent water ponding. G 4) All plates are MT20 plates unless otherwise indicated. ■% • \. S F •• e 0 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • No 22839 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) except (jt =Ib) ( •* 9=132, 6 =243. �'b 1.1 i . m- Q ,te :: / / //In11t11tt Walter P. Finn PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 ■ mit ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MN -7473 rev. 10N3/2015 BEFORE USE. Design valid for use only with MITekJ connectors. This design is based only upon parameters shown, and is for an IndMdual b uNding component not a kuss system. Before rue, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of indMduoi truss web and /or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312- Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type , Qty Ply T8432097 9610T0 T39 Flat Girder 1 1 Job Reference (optional) I Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:21:11 2016 Page 1 I D:wuJ4rtN I ?tZpLODOPCdaDszkC p?- mPkF4kQxVGueNti5dXkOv3tKGvBHYH miewKleazQtB6 -0,1 -8 3 -5 -4 I 6 -1 -14 I 9 -2 -0 0- -8 3 -5 -4 2 -8 -10 3 -0 -2 3x4 = 3x4 = 2x4 '.1 3x4 = Scale = 1:44.0 1 2 3 4 IVA.. Ill ∎iU.5 o ►� ►N 10 11 8 6 9 3x4 = 5x8 = JUS24 2x4 II 2x4 II JUS24 JUS24 3 -2 -8 3- 6 -1 -14 I 9 -2 -0 3 -2 -8 0-12 2 -8 -10 3 -0-2 Plate Offsets (X,Y) -- [6:0 4 0,0 - 3 - 0] I LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL- in (loc) I /dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.03 5 -6 >999 240 MT20 244/190 TCDL 10.0 I Lumber DOL 1.25 BC 0.93 Vert(TL) -0.07 5 -6 >994 180 BCLL 0.0 " I Rep Stress Incr NO WB 0.93 Horz(TL) -0.00 5 Na Na BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Weight: 96 Ib FT = 20% 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. REACTIONS. (Ib /size) 5= 1084 /Mechanical, 7= 1900/0 -5 -8 Max Uplift 5=- 349(LC 4), 7=- 724(LC 4) FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 4-5=-628/225 WEBS 2- 7=- 1070/462, 2- 6=- 333/918, 4 -6 =- 180/586 NOTES - 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.Opsf; h =25th B =45ft; L =24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi =0.18; MW FRS (directional); Lumber DOL =1.60 plate grip DOL =1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. ` ��%%I 111 111,,� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =1b) ` , , S O S " ER P ,/ , i, I 5 =349,7 =724. .... .• A , , 7) Use USP JUS24 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2 -0 -0 oc max. starting at 4 -0 -12 from the G . left end to 8 -0 -12 to connect truss(es) to front face of bottom chord. *` \• F 8) Fill all nail holes where hanger is in contact with lumber. 9) Hanger (s) Han s or other connection device(s) shall be provided sufficient to support concentrated loads 124 Ib down and 80 Ib u P at • No 22839 � -0-1-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. *. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). . '*' LOAD CASE(S) Standard :1 . 1. TAT E`. F �* tY 1) Dead + Roof Live (balanced): Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) i #(s.. .,f es P "I".. 4' Vert: 1- 4 =-60, 5-9=-20 ''�`' "s+ R ��� • Concentrated Loads (Ib) �• Vert: 9=-124 6=-715(F) 10=- 715(F) 11=- 715(F) ' �'�11 / • �NAi �? Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 mil 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MITeka connectors. TMs design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and /or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Infrry and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPll Quaily Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. 1 Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type . , Qty Ply 1 i 78432098 9610T0 T40 Roof Special Girder 1 1 , Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:21:12 2016 Page 1 ID: wuJ tZpLODOPCdaDszkCp?- EcIdH4RZGa0V _1GHBEFdRGPYoJh ?Hu3rsa4JA0zQtB5 -0-1-8 3-5-4 1 450 1 8-6-8 20 0 -1 - 8 3 - 5 - 4 0 - 11 - 12 4 - 1 - 8 6 - - 7.0Bk62= Scale = 1:37.5 3x4 = 3x4 = 2x4 I I 4 1 2 3� O) 6 8 6 5 2x4 H 3x4 = 3x4 = 3 -2 -8 3 9 -2 -0 3 -2 -8 0-2 -12 5 -8 -12 LOADING (psf) SPACING- 2 - - CSI. DEFL. in (loc) 1 /dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) - 0.03 5-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.07 5 -6 >982 180 BCLL 0.0 ' Rep Stress Incr NO ! WB 0.28 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Weight: 72 Ib FT = 20% 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. REACTIONS. (Ib /size) 5 =58 /Mechanical, 6= 789/0 -5 -8 Max Horz 6 =11(LC 21) Max Uplift 5=- 126(LC 18), 6=- 360(LC 4) Max Gram 5= 175(LC 13), 6= 789(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2 -6 =- 475/311 NOTES - 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MW FRS (directional); Lumber DOL =1.60 plate grip DOL =1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 0%111111114 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) •'‘ 411"' ��0% -cE.R P . F I i i, 5= 126,6 =360. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 132 Ib down and 93 Ib up at ,�� V : \ .......... E 1 • • .yti � 'i � - - - on bottom chord. The design/selection of such connection device(s) is the responsibility of others. �� • V F • 0 LOAD CASE(S) Standard • I. No 22839 • 1) Dead + Root Live (balanced): Lumber Increase =1.25, Plate Increase =1.25 *: • ; * Uniform Loads (p11) i Vert: 1- 3 =-60, 3- 4 = -60, 5-8=-20 1 Concentrated Loads (Ib) (,� 6. Vert 8=-132 0 . TATE F 4 i • 111 N A� , Walter P. Finn PE No.22839 MfTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mal -7473 rev. 10/03/1015 BEFORE USE. Design valid for use only with MITek® connectors. ibis design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and /or chord members only. Additional temporary and permanent bracing MiTek' 1 Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the I fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI 1 Quality Criteria, DSB -89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avdlade from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra. VA 22314. Tampa, FL 33610 'Job Truss Truss Type 4 Qty Ply T8432099 9610T0 T41 Roof Special Girder 1 1 I Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:21:12 2016 Page 1 ID:wuJ4rtNI? tZpLODOPCdaDszkCp ?- EcIdH4RZGa0V_1 GHBEFdRGPUcJh_HuKrsa4JA0zQtB5 -0 -8 6 - - 9 -2 -0 0- -8 6 - - 2 -7 -8 ' 7.00 12 2x4 1 Scale = 1:36.8 3 3x5 - 4x5 = ili 1 - c I I r; 3 a MI OM 7 6 5 4 2x4 I I 3x4 = 3x4 = 3 -2 -8 31514 9 -2 -0 3 -2 -8 0-2 -12 5 -8 -12 Plate Offsets (X,Y) -- [1:0- 2- 4,0 -1 -8], [2:0 - 12,0 - - 0] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.03 4 -5 >999 240 MT20 244/190 TCDL 10.0 I Lumber DOL 1.25 BC 0.26 Vert(TL) -0.07 4 -5 >959 180 BCLL 0.0 ` Rep Stress Ina NO WB 0.27 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 65 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc puffins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. REACTIONS. (Ib /size) 4 =50 /Mechanical, 5= 811/0 -5 -8 Max Horz 5 =58(LC 8) Max Uplift 4=- 162(LC 21), 5=- 318(LC 4) Max Gray 4= 200(LC 13), 5= 811(LC 1) FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-146/259 WEBS 1-5=-462/267, 2 -5 =- 423/210 NOTES - 1) Wind: ASCE 7 -10; VuIt= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.Opsf; h =25ft; B =45ft; L =2411; eave =oft; Cat. 11; Exp C; Encl., GCpi =0.18; MW FRS (directional); Lumber DOL =1.60 plate grip DOL =1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide 1 111111 f fii,,, , will fit between the bottom chord and any other members. �� � -+;E Ft R 4 5) Refer to girder(s) for truss to truss connections. `•, ``0, •.... /4. e, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =1b) ,�� V ••• . E N S+ ; ' 1 , , 4 =162, 5 =318. ♦ .. V F •. o • 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 145 Ib down and 90 Ib up at ft. • No 22839 e• - - - on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard ri * 1) Dead + Roof Live (balanced): Lumber Increase =1.25, Plate Increase =1.25 :'U . 4 ' Uniform Loads (plf) i ` , , TATE F n • Vert: 1- 2 = -60, 2- 3 = -60, 4 -7 = -20 0 '. �V Concentrated Loads (Ib) ,. c < N ; ", �` • . n P ..- - • \' • Ver 7 = -145 �i ` R �,, �,., Walter P. Ann PE No.22839 MITek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 itt A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII -7473 rev. 10113/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek' bibidmg design. Bracing indicated Is to prevent buckling of Individual truss web and /or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPI1 Quality Criteria, DS8-89 and BCSI Building Component 6904 Parke East BNd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type • Qty Ply T8432100 19610TO T42 Roof Special Girder 1 1 1 Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:21:13 2016 Page 1 I D:wuJ4rtN I ?tZpL0D0PCdaDszkCp ? -i os ?VQSB 1 t8McBrTkyns 1 D0N8_5EpsiTzQtB4 -011 -8 4 -6 -8 9_2_0 0-1-8 4 -6 -8 4 -7 -8 2x4 11 Scale = 1:36.8 7.00 12 3 - • 3x4 = 4x5 = 1 md ... N 66 _ W d: m i /Allii .. i aQ w ►, f O .1 7 6 5 4 2x4 11 3x4 = 3x4 = 3 -2 -8 3 5 9 -2 -0 3 -2 -8 012 5 -8 -12 LOADING (psf) SPACING- 2 - - CSI. I DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.03 4 -5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.07 4 -5 >982 180 BCLL 0.0 ' Rep Stress lncr NO WB 0.17 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 60 Ib FT = 20% 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 except end verticals, WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. REACTIONS. (Ib /size) 4 =63 /Mechanical, 5= 777/0 -5 -8 Max Horz 5= 106(LC 8) Max Uplift 4=- 203(LC 21), 5=- 313(LC 4) Max Gray 4= 232(LC 13), 5= 777(LC 1) FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1- 2=- 202/278 WEBS 1 -5 =- 397/289, 2 -5 =- 420/186 NOTES - 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =2511; B =45ft; L =241t; eave=4ft; Cat. 11; Exp C; Encl., GCpi =0.18; MWFRS (directional); Lumber DOL =1.60 plate grip DOL =1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf 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. 0 1111111 5) Refer to girder(s) for truss to truss connections. s %0% ER P p I le, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) ♦ S / 4 =203, 5 =313. ♦ ♦♦ �P C E • w •• � • 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 137 Ib down and 123 Ib up at �� • • \.\ F •• ° i -0 -1 -8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. : NO 22839 LOAD CASE(S) Standard * : .. * ': 1) Dead + Roof Live (balanced): Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (p1f) :,'0 • ; 1 A • Q Vert 1-2=-60, 2 -3= 60, 4 - = - 20 i ' `w TAT E F : `I Z Concentrated Loads (Ib) • Q•• • + q, Vert: 7= 124 'i t ‘....,/ .... R ' %�? * 0\ • ��il & / O N Al � ♦ ♦♦ Walter P. Rnn PE No.22839 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 ■ -- Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. this design Is based only upon parameters shown, and Is for an IndMdual building component, not mil. a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of IndMdual truss web and /or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East BNd. Safely Information avdlable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Nexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type • Qty Ply T8432101 961070 T43 Roof Special Girder 1 1 1 Job Reference (optional) j Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:21:14 2016 Page 1 ID:wuJ4rtNI? tZpLODOPCdaDszkCp ?- B_QOimTpnBGDELQgIf15W hVpF7NPIiY8KuZPEvzQtB3 01_8 2_6_8 I 9 -2.0 04-8 2 -6 -8 6 -7 -8 3x5 Scale = 1:36.3 3 7.00 112 II 2x4 I I 4x6 = 6. . 1 6 & N -= : tl - ►� OM 6 5 4 3x4 = 3x4 = 2x4 I1 3 -2 -8 9 -2 -0 I 3 -2 -8 5-11 -8 Plate Offsets (X,Y) -- [2:0- 3- 0,0 -2 -8] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) I /dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.03 4 -5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.06 4 -5 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.67 Horz(TL) 0.00 4 n/a n/a i BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 58 Ib FT = 20% r LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 9 -2 -0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. REACTIONS. (lb /size) 4 =52 /Mechanical, 5= 805/0 -5 -8 Max Horz 5 =154(LC 21) Max Uplift 4=- 197(LC 21), 5= 123(LC 5) Max Gray 4= 202(LC 13), 5= 805(LC 1) FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-122/514 WEBS 2 -6 =- 102/278, 2 -5 =- 330/202, 3- 5=- 549/87 NOTES - 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd =1 O1mph; TCDL= 5.Opsf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =oft; Cat. 11; Exp C; Encl., GCpi =0.18; MW FRS (directional); Lumber DOL =1.60 plate grip DOL =1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide ` ,,r,�11 111 1II, ii � will fit between the bottom chord and any other members. �% -'ER P. iI� 5) Refer to girder(s) , s) for truss to truss connections. �� `` Q . . .. • • • •.. • // ., ∎ j 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =1b) N -V • \G E Ns •• Y � . 4 =197, 5 =123. , • V e •• i 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 141 Ib down and 48 Ib up at .. No 22839 • -0 -1 -8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. = * • * . LOAD CASE(S) Standard .. r , * - • 1) Dead + Roof Live (balanced): Lumber Increase =1.25, Plate Increase =1.25 : '0 :41 ; Cr Uniform Loads (plf) � � i• TA F • Vert: 1- 2 = -60, 2- 3 = -60, 4 -7 = -20 • t . � � Concentrated Loads (Ib) Q A"""? P..** � Vert: 7=-141 � ■ e 6/ . ........ .• �� \ `*- Walter P. Finn PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL. 33610 Date: April 14,2016 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and /or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANS1/1P11 Quality Criteria, DSB and BCSI Building Component Safety Information avdlable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type 1 Qty Ply T8432102 9610T0 T44 Jack -Open 3 1 Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:21:14 2016 Page 1 I D: wuJ4rtNl? tZpLODOPCdaDszkCp ?- B_QOimTpnBGD E LQglf15W hVgY7Ewls ?8KuZPEvzQtB3 I 4-5-8 I 7-9-8 4 -5 -8 3 - - 3 Scale = 1:28.9 7.00 Fli 10x12 = N I 2 m 11 FI c. c. 10 1 a o) ` V O 1 N 12 13 6 4x5 II 2x4 II 1 458 411 798 4 -5-8 0 -6-0 2 -10-0 Plate Offsets (X,Y) -- [1:0- 2- 0,0- 0 -11], [2:0- 6- 0,Edge] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL- in (loc) I /dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.03 4 -5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.87 Vert(TL) 0.03 4 -5 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.04 3 Na n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Weight: 33 Ib FT = 20% 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 'Except' BOT CHORD Rigid ceiling directly applied or 4 -7 -8 oc bracing. 2 -6: 2x4 SP No.1, 4 -5: 2x6 SP No.2 WEDGE Lett: 2x4 SP No.3 REACTIONS. (lb /size) 3= 37/Mechanical, 5= 699/0 -5 -8, 4=- 119/Mechanical Max Horz 5= 244(LC 12) Max Uplift 3= -35(LC 9), 5=- 375(LC 12), 4=- 119(LC 1) Max Gray 3 =59(LC 17), 5= 699(LC 1), 4= 122(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 326/315 BOT CHORD 1 -6 =- 202/283, 2-5=-455/463 NOTES - 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25tt; B =45ft; L =24ft; eave =oft; Cat. 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 7 -8 -12 zone; cantilever left exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 ,`1111 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. e ` / ER P. R /s,, 3) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide `• 0: • / � , j will fit between the bottom chord and any other members. ,� .• \ C ' E S+ •i 4) Refer to girder(s) for truss to truss connections. �. ` •• V F • °0 , • • 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt =lb) : NO 22839 5 =375, 4 =119. \ i 94 •• TAY k. F lZ 1 - " Ifllllt /l Walter P. Ann PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 Q WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED M ?EK REFERANCE PAGE MIF7473 rev. 10/03/2015 BEFORE USE. or Design valid for use only with MITek0 connectors. This design Is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verify The applicability of design parameters and properly incorporate this design into the overall buildng design. Bracing Indicated Is to prevent buckling of Individual truss web and /or chord members only. Additional temporary and permanent bracing MiTek 5 always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Budding Component 6904 Parke East Blvd. Safety Information avdiable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T8432103 9610T0 T45 Jack -Open 5 1 Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:21:15 2016 Page 1 I D:wuJ4rtNI ?tZpLODOPCdaDszkC p ?- fB ?ssNpK3v1 ?u W cdUJFHZYIznLzOtB2 7-9-8 7 -9 -8 2 Scale = 1:30.1 7.00112 11 N 10 cv c N 4 1 oc _ c 1 � 4 3 6x6 i 0 -4 -12 2 -0 -12 7 -9 -8 0 -4 -1 1 - - 5 -8 -12 Plate Offsets (X,Y) -- [1:0- 1- 4,0 -2 -0] LOADING (psf) SPACING- 2 - - CSI. DEFL. in (loc) 1 /dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.03 3 -4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 I BC 0.71 Vert(TL) -0.07 3 -4 >932 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.02 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 27 Ib FT = 20% 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. WEDGE Left: 2x6 SP No.2 REACTIONS. All bearings Mechanical except (jt= length) 1= 0 -3 -8, 4= 0 -5 -8. (Ib) - Max Horz 1= 185(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 1 except 2=- 125(LC 12), 4=- 229(LC 12) Max Gray All reactions 250 Ib or less at joint(s) 2, 3, 1 except 4= 422(LC 17) FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7 -10; Vult= l30mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.Opsf; h =25ft; B =45ft; L =24ft; eave=4ft; Cat. II; 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 7 -8 -12 zone; cantilever left exposed ; porch left exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf 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. 11111111 / 4) Refer to girder(s) for truss to truss connections. ���� / - 1 ( .R p, p si, 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (jt =lb) `, ........ /4 , 2 =125, 4 =229. •� .. G E • • 4 ' �. : No 22839 * * I * _ 0 4 . 2TAB' F :LC 1: . R fi r, - e,\ Walter P. Finn PE No.22839 Mfrek USA, Inc. FL Cert 6634 6904 Parke East BIvd. Tampa FL 33610 Date: April 14,2016 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE M11-7473 rev. 10/03I2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design I5 based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and /or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and 115155 systems. seeANSI/1PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job I Truss Truss Type • . Qty Ply T8432104 9610T0 T46 GABLE 1 1 Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 5 Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:21:17 2016 Page 1 ID:wuJ4rtNI? tZpLODOPCdaDszkCp?- bZ5WLoVi46eo5o9Fznro8K7UiKRuyA2aOsn3rEzQtBO 2 -8 -0 6 -8 -0 I 10 -8 -0 I 18 -2 -0 22 -8 -0 I 26-8-0 X 27 -11 -B 2 -8 -0 4 -0 -0 4 -0 -0 7 -6 -0 4 -6 -0 4 -0 -0 ' 1 -3 -8 4x5 = Scale = 1:57.4 7.00 12 12 11 n 13 3x6 i X10 14 61 y 15 7 0: 16 6 8 17 i . . - • • 5 <9 50 18 4 19 62 3 5 -0 -8 20 2 59 E ,a 52 21 : 1::•::::•:•::❖:•:❖:❖:•:•: 1:-.-.- ......- .....- ......... -. -.- ..- .....- :: ❖:•:•::•:•:O•::..... • • 31 29 27 25 23 ° 3x4 — 45 44 43 42 41 40 39 38 37 36 35 34 33 5x6 = 3x4 = 18 -8-12 22 -8-12 26-9 -8 : 2-8-0 I 6-8-0 i 10-8 -0 l 14 -8-0 18-1.8 18 -f -o 20-9 -8 I zz -8-0 II 24 -9-8 26-E-0 �27 -11 -a 2-8-0 4-0-0 4-0-0 4 -00 3 -5.8 0-6-8 2-0-12 1 -10-8 2 -0 -12 1 -10-8 0- I-8 0-6-12 0 -0-12 1 -2 -0 Plate Offsets (X,Y) -- [38:0- 3- 0,0 -3 -0] 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 0.12 Vert(LL) -0.00 25 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.15 Vert(TL) -0.00 45 -58 >999 180 BCLL 0.0 " Rep Stress Incr YES WB 0.24 Horz(TL) 0.00 24 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 226 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 8 -0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 46, 49, 50, 51, 52, 54 REACTIONS. All bearings 18 -1 -8 except (jt= length) 32= 0 -1 -8, 28= 0 -1 -8, 24= 0 -1 -8, 30= 0 -1 -8, 26= 0 -1 -8. (Ib) - Max Horz 1=- 230(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 38, 39, 40, 41, 42, 43, 44, 45, 32, 28, 1, 30 except 26=- 164(LC 12) Max Gray All reactions 250 Ib or less at joint(s) 34, 39, 40, 41, 42, 43, 44, 45, 32, 28, 1, 37, 36, 35, 30, 26, 1 except 38= 267(LC 17), 24= 259(LC 1) FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =288; eave =4ft; Cat. 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 14 -8 -0, Exterior(2) 14 -8 -0 to 17 -8 -0 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 ` ` ,1111 111 IIII, � , 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 ,‘ -DER P R � Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. �� Pte R . • • . • // / 111, ,, 4) All plates are 2x4 MT20 unless otherwise indicated. � V ••• G E Ns'.. y 0 5) Gable studs spaced at 1 -4 -0 oc. •. •• • V \ F .• 10 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. : N o 22839 r. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. • : 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 32, 28, 24, 30, 26. - ` * : 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 38, 39, 40, 41, 42, •0 • CC 43, 44, 45, 32, 28, 1, 30, 1 except (jt =1b) 26 =164. i TA F •�4 '� %0 • `% • ,, N A1- ��� ,` � 'i14 I I11111 11 ' ,` Walter P. Finn PE No.22839 MtTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 I mit Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/I.7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and /or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses 904 Parke East Blvd. sses and truss systems, seeANSI /TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, rk 33610 East Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandre, VA 22314. 1 Job Truss Truss Type . Qty Ply T8432105 9610T0 T47 Hip Supported Gable 1 1 Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:21:20 2016 Page 1 I D:wuJ4rtN I ?tZpLODOPCdaDszkCp ?- ?8nfzpXaN 10NyGugfwPVmyl _QXTB9Za0igOkRZzQtAz 17 -3 -9 33 -4 -15 49 -2 -8 17 -3 -9 16 -1 -7 15 -9 -9 Scale = 1:86.4 3x6 = I 7,00 12 3x6 15 1617 18 19 20 21 22 23 24 25 26 27 28 29 14 i a 4 4 4 4 a 3 13 - 31 3x6 * 12 - 32 5x6 11 33 910 34 8 35 • 7 - R E @ @ N S E ® 1' B 1 - 36 0 - 6 S 37 0 5 1 38 i� 4 39 3x4 II 1 , 2 4 I - 40 41 1 °' - - - - 4 t 4 f 0 9 1. f t Y 9 4 7. 0 f f 9 4 ' t I N,. 0 80 79 78 77 76 75 74 73 72 71 70 69 68 67 66 65 64 62 61 60 59 58 57 56 55 54 53 930 49 48 47 46 45 44 43 42 4x5 i 63 52 5x6 = 5x6 = 5x6 = 3x4 H I 49 -2 -8 49 -2 -8 Plate Offsets (X,Y) -- [16:0- 3- 0,0- 1 -121 [28:0- 3- 0,0- 1 -12], [33:0- 3- 0,0 -3 -0], [52:0- 3- 0,0 -0-4], [63:0- 3- 0,0 -0 -4], [72:0- 3 -0,0 -3 -0] LOADING (psf) SPACING 2 - - CSI. DEFL. in (loc) 1 /dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.11 Vert(TL) n/a - r/a 999 BCLL 0.0 • Rep Stress Incr YES WB 0.12 Horz(TL) 0.01 42 rite n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -S Weight: 526 Ib FT = 20% LUMBER BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purtins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 29 -55, 27 -56, 26 -57, 25 -58, 24 -59, 23 -60, 22-61, 21 -62, 20 -64, 19 -65, 18 -66, 17 -67, 15 -68, 14 -69, 13 -70, 30 -54, 31 -53 REACTIONS. All bearings 49 -2 -8. (Ib) - Max Horz 1=-287(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 42, 57, 58, 59, 60, 61, 62, 64, 65, 66, 69, 70, 71, 72, 73, 74, 75, 76, 77, 78, 79, 80, 54, 53, 51, 50, 49, 48, 47, 46, 45, 44 except 1=- 124(LC 10), 43=- 172(LC 12) Max Gray All reactions 250 Ib or less at joint(s) 42, 1, 55, 56, 57, 58, 59, 60, 61, 62, 64, 65, 66, 67, 68, 69, 70, 71, 72, 73, 74, 75, 76, 77, 78, 79, 80, 54, 53, 51, 50, 49, 48, 47, 46, 45, 44, 43 FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 278/280, 2- 3=- 256/254, 12 -13 =- 242/285, 13- 14=- 281 /331, 14 -15 =- 323/381, 15- 16=- 301/355, 16- 17=- 298/357, 17-18=-298/357, 18-19=-298/357, 19-20=-298/357, 20 -21 =- 298/357, 21 -22 =- 298/357, 22- 23=- 298/357, 23- 24=- 298/357, 24 -25 =- 298/357, 011 30 -311 = - 298/327, 316 -32 =- 239/281 27 -28 =- 298/357, 28 -29 =- 307/362, 29 -30 =- 320/377, ` %% %-(ER• P. F� `,• ' ,', NOTES- `: .. \i‘ k' E N Sk' y . I i °, ` ' 1) Unbalanced roof live loads have been considered for this design. No 22839 2) Wind: ASCE 7 -10; Vult= l30mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.Opsf; h =25ft; B =45ft; L =49ft; eave =2ft; Cat. Z • It; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Comer(3) 0 -1 -12 to 5 -0 -13, Exterior(2) 5 -0 -13 to 18 -0 -0, Comer(3) 18 -0 -0 "• * to 37 -4 -15, Exterior(2) 37 -4 -15 to 49 -0 -12 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 , .113:4 e P plate grip DOL =1.60 Q • 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 P ' T A F� Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 0 ] 4 ! ✓ 4) Provide adequate drainage to prevent water ponding. . , Q' ' 4 5) All plates are 2x4 MT20 unless otherwise indicated. �i�` S j ' R �� GG`�;, 6 ) Gable requires s co at 1u4- Oottom chord bearing. a il 0NAi + .‘N oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide Walter P. Finn PE No.22839 will fit between the bottom chord and any other members. MITek USA, Inc. FL Cert 6634 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 42, 57, 58, 59, 6904 Parke East Blvd. Tampa FL 33610 60, 61, 62, 64, 65, 66, 69, 70, 71, 72, 73, 74, 75, 76, 77, 78, 79, 80, 54, 53, 51, 50, 49, 48, 47, 46, 45, 44 except (jt =1b) 1 =124, Date: 43 =172. April 14,2016 ■ mit ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/73/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ■ building design. Bracing indicated Is to prevent buckling of Individual truss web and /or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSI/TPI1 Quality Criteria, DSB and SCSI Building Component 6904 Parke East Blvd. Safely Inlormalon available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type . Qty Ply T8432106 9610T0 T48 Hip Supported Gable 1 1 Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:21:23 2016 Page 1 I D:wuJ4rtN I? tZpLODOPCdaDszkCp ?- QjTnbraTgyOxpjcPK2yCObN UelUGMwUTOoEO2tzQtAw 15 - - 31 -10 -15 47 -8 -8 15 -9 -9 I 16 -1 -7 15 -9 -9 Scale = 1:83.4 3x6 = 7.00 12 3x6 = 12 1314 15 16 17 18 19 20 21 22 23 24 25 26 1 11 8 • 4 r a 27 5x6 G 10 II r 28 9 29 5x6 8 30 5 6 7 a 1 i 2 2 E Ii 0 l - , ..::.......... .. .... : :: _ -- ____.__......... :....:. v p 6 / 4x5 - 71 70 69 68 67 66 65 64 63 62 61 60 59 58 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 34 4x5 5x6 = 5x6 = 5x6 = 1 -10 -0 47 -8 -8 1 -10-0' 45 -10 -8 Plate Offsets (X,Y) -- [8:0- 3- 0,0 -3 -0], [13:0- 3- 0,0- 1 -12], [25:0- 3- 0,0- 1 -12], [30:0- 3- 0,0 -3-4], [46:0- 3- 0,0 -0-4], [55:0- 3- 0,0 -3 -0], [64:0- 3- 0,0 -3 -0] LOADING (psf) SPACING 2 - - CSI. DEFL. in (loc) I /dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) n/a - n/a 999 I MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.15 Vert(TL) n/a - rl/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.11 Horz(TL) -0.02 37 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -S Weight: 465 Ib FT = 20% LUMBER BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 10 -0 -0 oc pudlns. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 26-49, 24 -50, 23 -51, 22 -52, 21 -53, 20 -54, 19 -55, 18 -56, 17 -57, 16 -58, 15 -59, 14 -60, 12-61, 11 -62, 27 -48 REACTIONS. All bearings 45 -10 -8. (Ib) - Max Horz 71 . 272(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 51, 52, 53, 54, 55, 56, 57, 58, 59, 62, 63, 64, 65, 66, 67, 68, 69, 71, 48, 47, 45, 44, 43, 42, 41, 40, 39, 38, 37 except 70=- 127(LC 11) Max Gray All reactions 250 Ib or less at joint(s) 49, 50, 51, 52, 53, 54, 55, 56, 57, 58, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 48, 47, 45, 44, 43, 42, 41, 40, 39, 38, 37 except 71= 320(LC 18) FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 9-10=-167/275, 10 -11 =- 205/321, 11- 12=- 247/371, 12-13=-237/347, 13- 14=- 233/349, 14 -15 =- 233/349, 15 -16 =- 233/349, 16 -17 =- 233/349, 17- 18=- 233/349, 18- 19=- 233/349, 19-20=-233/349, 20-21=-233/349, 21- 22=- 233/349, 22- 23=- 233/349, 23- 24=- 233/349, 24- 25=- 233/349, 25 -26 =- 241/354, 26 -27 =- 244/368, 27- 28=- 202/317, 28- 29=- 164/271, 36- 37.159/261 `` 1111 111 1//4 „� ,� NOTES- _ -1ER P. 10 1) 2) Wind: roof 7 -10; Vult=13omph (3- been -second gust) Vasd = ‘• 101mph; TCDL= 5.Opsf; BCDL= 5.Opsf; h =25ft; B =4511; L =48ft; eave =2ft; Cat. ��V r\'' ......... E i ' a ASCE le Da? p C; Encl., GCpi =0.18; MWFRS (directional) and C -C Comer(3) 0 -2 -1 to 4 -11 -5, Exterior(2) 4 -11 -5 to 16 -6 -0, Comer(3) 16 -6 -0 � ; . V S F •• •. °0 � to 35- 10 -15, Exterior(2) 35 -10 -15 to 47 -6 -7 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 N O 22839 plate grip DOL =1.60 * * • 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. • 4) Provide adequate drainage to prevent water ponding. '0 ' 5) All plates are 2x4 MT20 unless otherwise indicated. i� 4n' TA F 1 W 6) Gable studs spaced at 1 -4 -0 oc. i Ot'• '�46z, 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . i � ( N . • • R , Pr � 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 �I v- . • ... • C? \ SS between the mec hanical connection others) t russ to bearing plate capable of withstanding 100 Ib uplift at joint(s) 51, 52, 53, 54, 55, ���i N AL �0 0 9) 56, 57, 58, 59, 62, 63, 64, 65, 66, 67, 68, 69, 71, 48, 47, 45, 44, 43, 42, 41, 40, 39, 38, 37 except (jt =lb) 70 =127. 11111j1 10) Non Standard bearing condition. Review required. Walter P. Rnn PE No.22839 MfTek USA, Inc. FL Cart 6634 6904 Parke East BIvd. Tampa FL 33610 Date: April 14,2016 Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERANCE PAGE Me -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek0 connectors. ibis design is based only upon parameters shown, and is for an individual b uNding component, not a truss system. Before use, the building designer must verify the appiicabNity of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and /or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII Quality Criteria, DS8-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avdtable from lruss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type . Qty Ply T8432107 9610T0 VO1 GABLE 2 1 1Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:21:25 2016 Page 1 ID:wuJ4rtNI? tZpLODOPCdaDszkCp ?- M6aYOXbjCZff21 mnRT_gTOSrEYB9gg2ms6jV6mzQtAu 7 -4 -4 14-8-8 7 -4 -4 7 -4 -4 Scale = 1:27.7 4x5 = 5 4 6 7.00 riY r V 7 18 d a 173 8 2 1 9 Alt v 1 r Y le bl Y - .4I v 3x4 - 16 15 14 13 12 11 10 3x4 74-8-8 1 4 -8 -8 LOADING (psf) SPACING- 2 - - CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(TL) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -S Weight: 70 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purtins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 14 -8 -8. (Ib) - Max Horz 1=- 113(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 9, 14, 15, 16, 12, 11, 10 Max Gray All reactions 250 Ib or Tess at joint(s) 1, 9, 13, 14, 15, 16, 12, 11, 10 FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (lb) or Tess except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= l3Omph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =241t; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -6 -8 to 3 -4 -4, Interior(1) 3 -4 -4 to 7 -4 -4, Exterior(2) 7 -4 -4 to 10 -4-4 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) will f between the bottome hord and live any other members. on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0 -0 wide SS 1 E 40 i, P. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 9, 14, 15, 16, , ,•�Q . • ..... /4 „ 12, 11, to. `.; .• k" E Ns F .+ •'. fte No 22839 *; • it - • � r. :9 •' i TAI F • : 'l : Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 1 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MMTEK REFERANCE PAGE Mr1 -7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MITek® connectors. this design is based only upon parameters shown, and Is tor an indMdual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracklg indicated is to prevent buckling of Individual truss web and /or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal intury and properly damage. For general guidance regarding the tabricatk,n, storage, delivery, erection and bracing of Trusses and truss systems, seeANSI/lP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. 1 Safety Information available from lnrss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type e • Qty Ply T8432108 9610T0 V02 Roof Special 16 1 Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:21:25 2016 Page 1 ID:wuJ4rtNI? tZpLODOPCdaDszkCp ?- M6aYOXbjCZff21 mnRT_gTOSpWYAFgpbms6jV6mzQtAu 8 -0 -11 I 16 -1 -7 8 -0 -11 8 -0 -11 4x5 = Scale = 1:30.2 3 CI 7.00 ' 11 2x4 I I 10 2b4 II 2 4 12 9 r V ,-.A IMRE FL o o • 3x4 i 8 7 6 3x4 5x6 = 2x4 H 2x4 0 - 9 -7 16 -1 -7 -- - - - - -- — - - -- — 0-6-7 16 -1 -0 Plate Offsets (X,Y) -- [8:0- 3- 0,0 -3 -0] LOADING (psf) SPACING 2 - 0 - 0 CSI. DEFL. in (loc) I /defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress lncr YES WB 0.07 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix - Weight: 61 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 16 -0 -9. (Ib) - Max Horz 1= 124(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-1 54(LC 12), 6=- 157(LC 12) Max Gray All reactions 250 Ib or less at joint(s) 1, 5 except 7= 259(LC 1), 8= 371(LC 17), 6= 376(LC 18) FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-322/209, 4 -6 =- 327/213 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= lOtmph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =oft; Cat. 11; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -6 -8 to 3 -6 -8, Interior(1) 3 -6 -8 to 8 -0 -11, Exterior(2) 8-0 -11 to 11 -0 -11 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` ,..11 111 I iiii�, 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in ail areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide `� ., ER P F I o n will fit between the bottom chord and any other members. N S , ` Q. - .. /4, .. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5 except (jt =lb) `� • • \ G E N s+ • • . . ' ' 8 =154, 6 =157. �� V F �.. • No 22839 t A 1 5 .� TAY. F 4 i siin11n1j 111 Walter P. Ann PE No.22839 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 imml Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MII -7473 rev. 10/73/2015 BEFORE USE. Design valid for use only with MITekq connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated 8 to prevent buckling of individual truss web and /or chord members only. Additional temporary and permanent bracing MiTek is crlways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IP! l Quality Criteria, DSB -89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 ■ Job Truss Truss Type a Qty 1 Ply T8432109 9610T0 V03 Roof Special 2 1 Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:21:26 2016 Page 1 I D:wuJ4rtNI ?tZpLODOPCdaDszkC p ?- gl8wEtc LztnW gBLz ?AW VOD ?_MyVFZGiv4mT2fCzQtAt 2 -2 -8 8 -0 -12 16 -1 -7 2-2-8 5 -10 -4 8 -0 -11 4x5 = Scale = 1:30.6 4 7.00112 , l , 12 2x4 I 11 2x4 1 5 3 13 2x4 1 3x6 - r Q I2 6 n r m p MI 0 Q X5555* :* ;4; •...•.•.•..! * ; i:5555555%! ; * :9;liliw•ci �: ;5555559:•;•:* ;555559:5555555* t: i ccci! ;! ;55555 ;! : *;5555%•:* i!;*;*:5 i! ;!: o 10 9 8 7 3x4 2x4 .I 5x6 = 2x4 I I 2x4 I I 16 -1 -7 I I 16 -1 -7 Plate Offsets (X,Y) -- F9:0- 3- 0,0 -3 -01 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 0.25 Vert(LL) Na - Na 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.13 Vert(TL) Na - Na 999 BCLL 0.0 ' I Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 6 Na n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -S Weight: 63 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing, Except: OTHERS 2x4 SP No.3 10 -0 -0 oc bracing: 9 -10. REACTIONS. All bearings 16 -1 -1. (Ib) - Max Horz 10= 111(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 10, 6 except 9= 153(LC 12), 7=- 157(LC 12) Max Grav All reactions 250 Ib or less at joint(s) 10, 6 except 8= 280(LC 1), 9= 385(LC 17), 7= 378(LC 18) FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-9=-317/212, 5 -7 =- 327/213 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= 5.Opsf; BCDL= 5.Opsf; h =25ft; B =4511; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 2 -2 -8, Interior(1) 2 -2 -8 to 8 -0 -12, Exterior(2) 8 -0 -12 3 to 11 -0 -12 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. ,,1��111' 11 /ii,I 4) Gable requires continuous bottom chord bearing. ,�O - P F � l� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �``' �V ' ••• t;, E N .. -1 ' 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 � fi S will fit between the bottom chord and any other members. .� . • \' � • •• w - •• 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 10, 6 except No 22839 • 1. Qt =1b) 9 =153, 7 =157. r• * �' •: * • ='U: ' : cc _ �1. (TA T F 't-�! Z � C C•: , ...6' R r ', , iit • ON Ai V"-v- , , o S Walter R. Finn PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 t Date: April 14,2016 P ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII -7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall legl, building design. &acing indicated Is To prevent buckling of Individual truss web and /or chord members only. Additional temporary and permanent bracing MiTek' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and trusS systems, seeANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety information available from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Poexandila. VA 22314. Tampa. FL 33610 Job Truss Truss Type a - Qty Ply j T8432110' 9610T0 VO4 Roof Special 2 1 Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:21:27 2016 Page 1 I D:wuJ4rtNl ?tZpLODOPCdaDszkCp ? -I Ui I RDdzkBvN I KwAZu 18YRX90MsYIj62JQCbBfzQtAs I 4 -2 -8 I 8 -0 -12 I 16 -1 -7 4 -2 -8 3 -10 -4 8 -0 -11 4x5 = Scale = 1:30.6 7.00 12 3 2x4 II 4x5 = 11 12 2x4 I 1 4 13 0 10 ES n r ri• N h N 5 ■ 1 Q v -o- ..c......cc..uw...c.....w...c.w.cccccc....cccc..cciw! �!i c:ili ci .l�! i i! i i! i .!.!�! .!.!.!.! .!�'i i!i �!�!� . � � ; ; � .!�!i! ;!i �!�!i c;l;!�!:!�!c •!�!�l;l:L!�!;!�!c�l :!�!�!�!;!�!� o 9 8 7 6 3x4 -� 2x4 11 5x6 = 2x4 I I 2x4 II 16 -1 -7 16 -1 -7 Plate Offsets (X,Y) -- [8:0- 3- 0,0 -3 -0] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 1 Lumber DOL 1.25 BC 0.13 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -S Weight: 64 Ib FT = 20% 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 16 -1 -1. (Ib) - Max Horz 9 =95(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 9, 5, 7 except 8=- 117(LC 12), 6=- 156(LC 12) Max Gray All reactions 250 Ib or Tess at joint(s) 9, 5 except 7= 259(LC 1), 8= 354(LC 21), 6= 376(LC 18) FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2 -8 =- 269/187, 4- 6=- 325/211 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= 5.Opsf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; 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 8 -0 -12, Exterior(2) 8-0 -12 to 11 -0 -12 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. ` , t �<,s1 1 1 I► ►I►,, 4) Gable requires continuous bottom chord bearing. ,% - R P. R 0 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦ ♦• ` Q. • • . /4 I, 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 ♦ ' E G N 4 Y will fit between the bottom chord and any other members. ♦♦♦ ••. \, S F • • •. • • 0 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 5, 7 except N o 22839 at =1b) 8 =117, 6 =156. 9. , TAB'E. F :kJ 1. O • • o AI i,,S10 O SS � "tileMr+Mt Walter P. Ran PE No.22839 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 tt __ I 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII -7473 rev. 10/03/2015 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. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullring design. Bracing Indicated Is To prevent buckling of individual truss web and /or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and muss systems, seeANSI/TPil Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avdlabie from Truss Plate Institute, 218 N. Lee Street, Suite 3 1 2, Nexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type • Qty Ply T8432111 9610T0 V05 Roof Special 2 1 Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:21:28 2016 Page 1 ID: wuJ4rtNl? tZpL0D0PCdaDszkCp?- mhGgeYebUU1EvUVM7bYN5e4K4mCn1AACY4y9j5zQtAr 6 -2 -8 8 -0 -12 16 -1 -7 6 -2 -8 1 -10 -4 j 8 -0 -11 7.00 I 4x5 = Scale = 1:30.6 4 2x4 I I 2x4 I 3x6 = pm 1 2 1 Y 11 12 2x4 11 5 13 n j n r■ r � d: 6 6 of 11 E 0 4 i _ - 10 9 8 7 3x4 2x4 5x6 = 2x4 I I 2x4 I I 16 -1 -7 16 -1 -7 Plate Offsets (X,Y) -- [9:0 3 - 0,0 - - 0] LOADING (psf) SPACING- 2 - - CSI. DE FL. in (loc) 1/defl LJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) n/a - rVa 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.13 Vert(TL) n/a - rVa 999 BCLL 0.0 • Rep Stress lncr YES WB 0.08 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -S Weight: 67 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No,2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc puffins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 16 -1 -1. (Ib) - Max Horz 10=- 136(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 10, 8 except 9=141 (LC 8), 7=- 156(LC 12) Max Gray All reactions 250 Ib or less at joint(s) 10, 6 except 8= 289(LC 1), 9= 372(LC 21), 7 =373(LC 18) FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2- 9=- 284/185, 5- 7=- 325/211 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= 5.Opsf; BCDL= 5.Opsf; h =25ft; B =45ft; L =24ft; eave =4ft; 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 8 -0 -12, Exterior(2) 8-0 -12 to 11 -0 -12 zone;C - for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. , ,� .0 111111 1//�� , 4) Gable requires continuous bottom chord bearing. ``� . P F I 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. %. P� , • . • /4 , 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 ,�� .• E N S+'•. ti I M P will fit between the bottom chord and any other members. �� V F .• • .. • 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 10, 8 except No 22839 at=lb) 9 =141, 7 =156. = * * .• • . � .61-'`- � TA�'E- F ' 0 :: of till i too Wafter P. Finn PE No.22839 MiTek USA. Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 mil i ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/7015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and /or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Qualify Criteria, DSB-99 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type • Qty Ply T8432112 9610T0 V06 GABLE 2 1 Job Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:21:29 2016 Page 1 ID: wuJ4rtNI? tZpL0D0PCdaDszkCp?- Etg3sueEFo95Xe4YgJ3cdsdWI9XxmerLnjhiFXzQtAq 15 -11 -10 I l 15 -11 -10 N ITN - Scale = 1:40.8 o c o I 4.00 6 � 12 7 y r 21 9 3x4 i 8 �, r -• o 5 � . 11 co 4 3 20 12 2 7.00112 tD • 1 ^ 00155x6 r 13 Co r i 16 17 r. 18 15 -11 -10 fig 15 -11 -10 Plate Offsets (X,Y) -- [10:0 -5- 13,0 -1-8], [15:0- 3- 0,0 -3 -0] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) 1 /dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.13 Vert(TL) n/a - ria 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) -0.01 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -S Weight: 79 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc puffins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 15- 11 -10. (Ib) - Max Horz 19= 199(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 10, 18, 17, 16, 15, 14, 13, 12 except 11=- 111(LC 12) Max Gray All reactions 250 lb or less at joint(s) 19, 10, 18, 17, 16, 15, 14, 13, 12 except 11= 351(LC 1) FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. BOT CHORD 18- 19=- 254/123, 17- 18=- 252/121, 16- 17=- 252/122, 15-16=-253/122, 10- 11=- 254/121 WEBS 9-11 =- 252/190 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; VuIt= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.Opsf; h =25ft; B=45ft; L =24ft; eave =4ft; 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 14 -8 -2 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 ♦ ` fit 3) All plates are 2x4 MT20 unless otherwise indicated. , ,� 0 � •(ER P F / �'', 1, 4) Gable requires continuous bottom chord bearing. ♦ _`% -.• A, , j 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦ v .• . 0 E N S' .• . � j 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 � V F •• will fit between the bottom chord and any other members. No 22839 I 7) Bearing at joint(s) 10, 14, 13, 12, 11 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) 10, 18, 17, 16, 15, r 14, 13, 12 except (t =1b) 11 =111. :•"13.• • Q 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 19, 10, 18, 17, 16, 15, 14, 13, 12, 11. / • TA F 0j: 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. %0 '. ' - /Ism 1mo - Walter P. Finn PE No.22839 Mrrek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MB -7473 rev. 10N3/2015 BEFORE USE. Design valid for use only with Miiek® connectors. TNs design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, The building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. @acing Indicated Is to prevent buckling of Individual buss web and /or chord members only. Additional Temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TP11 Quality Criteria, DSB-$9 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Nate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ,. Qty Ply T8432113 9610T0 V07 GABLE 3 1 IJob Reference (optional) Building Component Supply, Jacksonville, Fl 32256 8.010 s Mar 30 2016 MiTek Industries, Inc. Thu Apr 14 07:21:30 2016 Page 1 I D: wuJ4rtNI? tZpL0D0PCdaDszkCp ?- j30R3Efs06Hy9ofl E0arA39bBZgTV4pV? N RFozzQtAp 15 -11 -10 I 15 -11 -10 N Ia Scale: 1/4 4.00 12 I� ° 10 2x4 1 3x4 i 3 v 2x4 I I ° m 2 9 2x4 c 1 5 m ^ r ♦ 2x4 II 1 6 3x6 i 7 2x4 I I ° 7.00 12 8 2x4 15 -11 -10 15 -11 -10 Plate Offsets (X,Y) -- 14:0 -5- 13,0 -1 -81 LOADING (psf) SPACING- 2 - - CSI. DE FL. in (loc) 1 /deft LJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(TL) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.07 Horz(TL) -0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -S Weight: 61 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc puriins, BOT CHORD 2x4 SP No.2 except end verticals. W EBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 15- 11 -10. (Ib) - Max Horz 8= 199(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 7 except 4=- 120(LC 12), 5=- 173(LC 12) Max Gray All reactions 250 Ib or less at joint(s) 8, 4 except 7= 253(LC 1), 5= 542(LC 1) FORCES. (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. BOT CHORD 7- 8=- 265/145, 5- 7=- 265/155, 4 -5 =- 271/143 WEBS 3 -5 =- 394/249 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= 5.Opsf; BCDL= 5.Opsf; h =25ft; B =45ft; L =24ft; eave=4ft; 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 14 -8 -2 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 ,%111111////1 3) Gable requires continuous bottom chord bearing. ���� (E R P /C l ej� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. N , `Q. • . /. 4 1 , � 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide �•, �� V E N S * 4. , � wit fit between the bottom chord and any other members. • \' G e °0 ,, 0 � 6) Bearing at joint(s) 4, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ` No 22839 I. capacity of bearing surface. * * •• 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except (jt =1b) • 4 =120, 5 =173. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 8, 4, 7, 5. -o Cr Z 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. i/ • 1 • TA F V i 1.• O. ' Si 1 310 N A`1 E 0% Walter P. Finn PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 14,2016 let 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MA -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. this design I5 based only upon parameters shown, and 5 for an Individual building component not a Truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and /or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Parke East BNd. fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TP 6904 a a 11 Quality Criteria, DSB-89 and BCSI Building Component Tampa. 04 P rk E 0 Safety Information available from Truss Rate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. r '� y cn CO CD �� y m .p D O Q D 'O -< X t Ilia � ��.. D x m m I � p r 0 {c g- - - 0 Q Q Q n - o O O 3 Q do- - o O O O. 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