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Permit Garage Add & summer kitchen 1750 Selva marina Dr 2011 � � CITY OF ATLANTIC BEACH f- v 800 SEMINOLE ROAD re 0 j ATLANTIC BEACH, FL 32233 �f�� INSPECTION PHONE LINE 247 -5814 �� Application Number 11- 00002967 Date 3/01/12 Property Address 1750 SELVA MARINA DR Application type description RESIDENTIAL ADDITION Property Zoning TO BE UPDATED Application valuation . . . 150000 Application desc new garage and summer kitchen Owner Contractor ONDREJICKA, JOHN OTHMER GROUP INC 1750 SELVA MARINA DR. 3361 PINTAIL DR ATLANTIC BEACH FL 32233 JAX BEACH FL 32250 (904) 631 -5431 - -- Structure Information 000 000 GARAGE ADDITION AND SUMMER KITCHEN Construction Type TYPE 5 -B Occupancy Type RESIDENTIAL Flood Zone ZONE X Permit MECHANICAL GAS PIPE PERMIT Additional desc . Sub Contractor . SAWYER GAS COMPANY Permit Fee . . . 85.00 Plan Check Fee . . .00 Issue Date . . . Valuation . . . . 0 Expiration Date . 8/28/12 Special Notes and Comments *2007 FLORIDA BUILDING CODE W/2009 REVISIONS NATIONA1 ELECTRIC CODE *SUBMIT "CERTIFICATE OF COMPLIANCE" BY A LICENSED PEST CONTROL COMPANY PRIOR TO C.O. WINDOW AND DOOR INSPECTION: *INSTALLATION INSTUCTIONS REQUIRED *ALL STICKERS ARE TO REMAIN ON THE WINDOWS *PROVIDE ACCESS TO ALL WINDOWS TO INSPECT FASTENERS Ensure all meter boxes, sewer cleanouts and valve covers are set to grade and visible. Roll off container company must be on City approved list and container cannot be placed on City right -of -way. Contact Public Works (247 -5834) for Erosion and Sediment Control Inspection prior to the start of construction. Roll off container company must be on City approved list and container cannot be placed on City right -of -way. Contact Public Works (247 -5834) for Erosion and Sediment Control Inspection prior to the start of construction. PERMIT IS APPROVED - ONC ' ACC61ThAPCE - WITH ALL CITY OF ATLA TIC BE ACA ORDINANCES THE FLORIDA BUILDIN t' Fees STATE '� � r` � "mom .� CITY OF ATLANTIC BEACH .. i ra > . 800 SEMINOLE ROAD s) ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247 -5814 �J1149 Page 2 Application Number 11- 00002967 Date 3/01/12 Other Fees STATE MECH DBPR SURCHARGE 3.42 Fee summary Charged Paid Credited Due Permit Fee Total 85.00 85.00 .00 .00 Plan Check Total .00 .00 .00 .00 Other Fee Total 6.84 6.84 .00 .00 Grand Total 91.84 91.84 .00 .00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. MECHANICAL PERMIT APPLICATION CITY OF ATLANTIC BEACH 800 Seminole Rd Atlantic Beach, FL 32233 Ph (904) 247-5826 Fax (904) 247 -5845 l �^ q/ JOB ADDRESS: / �� Of „ ` ,q /' 4- Z.< J PERMIT # 2%7 PROJECT VALUE $ - 9, T. a' ARI # REQUIRED NEW AIR CONDITIONING & HEATING SYSTEM INSTALLATION Air Conditioning: Unit Quantity Tons Per Unit Heat: Unit Quantity BTU's Per Unit Seer Rating Duct Systems: Total CFM REQUIRED REPLACEMENT AIR CONDITIONING & HEATING SYSTEM INSTALLATION Air Conditioning: Unit Quantity Tons Per Unit Heat: Unit Quantity BTU's Per Unit Seer Rating Duct Systems: Total CFM REQUIRED FIRE PREVENTION Fire Sprinlder System Quantity (Requires 3 sets of plans) Fire Standpipe Quantity (Requires 3 sets of plans) Underground Fire Main Value (Requires 3 sets of plans) Fire Hose Cabinets Quantity (Requires 3 sets of plans) Commercial Hoods Quantity (Requires 3 sets of plans) Fire Suppression Systems Quantity (Requires 3 sets of plans) FIRE PLACES MISCELLANEOUS: Prefabricated Fireplace Qty Automobile Lifts Gas Piping Outlets Boilers BTU's Elevators/Escalators ALL OTHER GAS PIPING Heat Exchanger Quantity of Outlets Pumps # Vented Wall Furnaces Refrigerator Condenser BTU's # Water Heaters Solar Collection Systems Tanks (gallons) 2— Q . Wells OTHER: Permit becomes void if work does not commence within a six month period or work is suspended or abandoned for six months. I hereby certify that I have read this application and know the same to be true and correct. All provisions of laws and ordinances governing this work will be complied with whether specified or not. The permit does not give authority to violate the provisions of any other state or local law regulation construction or the performance of construction. Property Owners Name 1(6*r�f ©AW,.. /C,/1 Phone ,, Number /62' V379 y Mechanical Company / /7 t r/o E �j1' V. Office Phone - /Fax244 t 7/( p /"zt)A,047%) � � y .�' ,( % Co. Address: . g'. J . City .JA 4 d State /Q Zip 372 NG License Holder (Print): M J C /'D % � s — State Certification/Registration # g �g Notarized Signature of License Holder /" — Sworn and subsc d before me this /..3 7 ' ay of G# 20. / 1 s , MARLE]�E E MEHAFFEY yo A " � ,� MY OMISSION #t DD 907379 L ' ; y ., ° 29, Signature of Notary Public I N ,. � Sit 7.7 CITY OF ATLANTIC BEACH + 800 SEMINOLE ROAD � !a ,! N =" ATLANTIC BEACH, FL 32233 t (r INSPECTION PHONE LINE 247 -5814 v On ! Application Number 11- 00002967 Date 12/20/11 Property Address 1750 SELVA MARINA DR Application type description RESIDENTIAL ADDITION Property Zoning TO BE UPDATED Application valuation . . . 150000 Application desc new garage and summer kitchen Owner Contractor ONDREJICKA, JOHN OTHMER GROUP INC 1750 SELVA MARINA DR. 3361 PINTAIL DR ATLANTIC BEACH FL 32233 JAX BEACH FL 32250 (904) 631 -5431 Structure Information 000 000 Construction Type . . . . . TYPE 5 -B Occupancy Type RESIDENTIAL Flood Zone ZONE X Permit RESIDENTIAL ADDITION Additional desc . Permit Fee . . . 630.00 Plan Check Fee . . 315.00 Issue Date . . . Valuation . . . . 150000 Expiration Date . 6/17/12 Special Notes and Comments *2007 FLORIDA BUILDING CODE W/2009 REVISIONS NATIONA1 ELECTRIC CODE *SUBMIT "CERTIFICATE OF COMPLIANCE" BY A LICENSED PEST CONTROL COMPANY PRIOR TO C.O. WINDOW AND DOOR INSPECTION: *INSTALLATION INSTUCTIONS REQUIRED *ALL STICKERS ARE TO REMAIN ON THE WINDOWS *PROVIDE ACCESS TO ALL WINDOWS TO INSPECT FASTENERS Ensure all meter boxes, sewer cleanouts and valve covers are set to grade and visible. Roll off container company must be on City approved list and container cannot be placed on City right -of -way. Contact Public Works (247 -5834) for Erosion and Sediment Control Inspection prior to the start of construction. Roll off container company must be on City approved list and container cannot be placed on City right -of -way. Contact Public Works (247 -5834) for Erosion and Sediment Control Inspection prior to the start of construction. PERMIT ISntA V akLY IN ACCORDANGE WITH ACE CITYUFPATTCATIACIABCAVACCATIVCES AND THE FLORIDA• 45 BUILDING CODES. 6 iwp \\:,-.*> is CITY OF ATLANTIC BEACH j 800 SEMINOLE ROAD ` - > ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247 -5814 Page 2 Application Number 11- 00002967 Date 12/20/11 Other Fees DEV REVIEW - SINGLE & 2 -FAM 50.00 ENG REV PRE APP > 3 HRS 25.00 STATE DBPR SURCHARGE 9.45 UTIL REV PRE APP >3 HRS 25.00 Fee summary Charged Paid Credited Due Permit Fee Total 630.00 630.00 .00 .00 Plan Check Total 315.00 315.00 .00 .00 Other Fee Total 118.90 118.90 .00 .00 Grand Total 1063.90 1063.90 .00 .00 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: 1750 Selva Marina Drive Permit Number: // — q 6 7 Legal Description 30 -29 08 2S 29E SELVA MARINA UNIT 5 Parcel # 17- 2008 -000 Floor Area of Sq.Ft. Sq.Ft Valuation of Work $ 150,000.00 Proposed Work heated /cooled 0 non - heated/cooled 3250 Class of Work (circle one): New Add Alteration Repair Move Demolition pool/spa window /door Use of existing/proposed structure(s) (circle one): Commercial (esidential) If an existing structure, is a fire sprinkler system installed? (Circle one): Yes No COP Florida Product Approval # For multiple products use product approval form Describe in detail the type of work to be performed: New three -car garage with s = and story storage. New covered ts Summer Kitchen with bathroom and storage / h'° Pct, Ca r 4714 S c! • % • / 6-1, Property Owner Information: 0 Name: Dr. John A. Ondrejicka Address: 1750 Selva Marina D City Atlantic Beach State FL Zip 32250 Phone ' ' 82 -4552 L' E -Mail or Fax # (Optional) Contractor Information: Company Name: Othmer Group Inc. Qualifying Agent: Douslas W. Othmer Address: 3948 South 3"' Street City Jacksonville Beach State FL Zip 32250 Office Phone 904 - 631 -5431 Job Site/ Contact Number 904 -631 -5431 Fax # 904 -249 -7804 State Certification/Registration # CBC1251900 Architect Name & Phone # Fisher & Simmons Architects, Inc. AAC000138 904 -247 -1800 N/A Engineer's Name & Phone # N/A Fee Simple Title Holder Name and Address F FIiI ' E COPT r N/A Bonding Company Name and Address t N/A 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 pm formed 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 16) months at any time after work is commenced. 1 understand that separate permits must be secured for Electrical 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 O ' • ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. I hereby certify that I have read a # exami ed this a placation and know the same to be true and correct. All provisions of laws and ordinances governing this type 0/ work will be complied h w er speci ied herein or not. The granting of a permit does not presume to give author to v or cancel the provisions of any other federal, t• e, o oval la egulating construction or the performance of construction. n . l+j CITY OF ATLANTIC BEACH r :;� Building Department �„ 800 Seminole Road LJ � ` ` ' yr Atlantic Beach, Florida 32233 (904) 247-5800 U1il >r PLAN REVIEW COMMENTS Permit Application # II'' F '1 Property Address: / 2 50 ,....," t...- 1 Uri yY) r? P' ? , Applicant: 0 '!s ,,, r Project: ce, r ' � r L c e#' L t -. >1 - , 0 r ..i c / l-p kI This permit application has been: ❑ Approved 0 Reviewed and the following items need attention: CAe7/2 i I 1:drac. i; -fD -r" rrw i is ! f) , , 1 c r c, ..,` ,)i Gr "/, ! ..n,.'" �C iq 0), - i4j7 VA Nett" t ? / ' z ",, - , ' .,e7,- ,*, °+fit.e.. /, j 41- �. / (' iQ ., l e r Ci �� S V 1";., t" s /r ` f llo, , i e)t,t -7'L /IQ t1-e -/ i0 rel /k , f' /i - /"efic° 'S, Att - lorsci � A? . 0 -a c7 G'r- T o C/ia 0/7 --/f ..e S, °/- 5 tirVPte ?la I .bit 1oc a 1;0" O- °' 4 /i-e sr /7 7 s 9 /2-7-// P, 1 -2 /0 0 .4' Pro (.- a co() G t' I/ j 1 - /1.� ' P 0 1 ai7s, I Please re- submit your application when these items have been completed. Reviewed By: Date: i , r �'' City of Atlantic Beach APPLICATION NUMBER • Department ns Building P (To be assigned by the Building Department.) 800 Seminole Road Atlantic Beach, Florida 32233 -5445 / /. Z9&7 • Phone (904) 247 -5826 • Fax (904) 247 -5845 E -mail: building- dept @coab.us Date routed: /2/5 City web -site: http: / /www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: / Zre ,ii/vA_?274 ri/t Q Drip ment review required Yes No 4 (Buil ' Applicant: /7/i /70140 ( Planning r 1 Tree Administrator Project: .3 e„9,-- era /. - cal � � 17, ublic Work IrZc`rr - 7 /71 fiC ,k r7L h e,i/ O ublic Siiti Public Safety Fire Services his ol 2....h :h ,4 ...am...s....W..y�e �ba .. 'I; ,� dSsJ �F�lf6 w s 4 tf ? . Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: ❑Approved. ❑Denied. (Circle one.) Comments: BUILDING c 2 an svrtpy ((o. PLANNING & ZONING Reviewed by: f 7 ' Date: / TREE ADMIN. Second Review: ❑Approved as revised. ❑ enied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied. Comments: Reviewed by: Date: Revised 07/27/10 LAW, City of Atlantic Beach APPLICATION NUMBER �S r r Building Department (To be assigned by the Building Department.) 800 Seminole Road 0 A tlantic Beach, Florida 32233 -5445 l / 29ly� Phone (904) 247 -5826 • Fax (904) 247 -5845 r'� 3 • E -mail: building- dept @coab.us Date routed: ./2/5 / City web -site: http: / /www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: / 7�0 JE /Va '2374 /7/ /7 � D - u ment review required Yes No 671-A Buil. •. • Applicant: �'y1 F ,� & /`B k Planning&g,onin Tree Administrator Project: 3 1,g-f- Q r a.4 f d ublic u� y t e h f ` pub Utilitie' m �'� Public Safety Fire Services ;; ..a $ 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: APPLI TION STATUS Reviewing Department First Review: Approved. ['Denied. (Circle one.) Comments: j L &- cu „ a BUILDI CANNING & ZONIN Reviewed by: PA,47426 Date: /g FREE ADMIN. Second Review: Approved as revised. ❑Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied. Comments: Reviewed by: Date: Revised 07/27/10 „0,A.0-, City of Atlantic Beach APPLICATION NUMBER 4s =., Building Department 11 (To be assigned by the Building Department.)' r -, -- � , 800 Seminole Road Atlantic Beach, Florida 32233 -5445 W 0 6 � ” Phone (904) 247-5826 Fax (904) �r.. 845 11 / J "�r 51 s.)'1' E -mail: building- dept @coab.us 0 A . Date routed: /2 f,� // City web -site: http: / /www.coab.us /// APPLICATION REVIEW AND TRACKING FORM Property Address: / 7$ ..l`E /V'- ' 7 27 4 /-//1 I-- D ment review required Yes No �� Buil ' -/ Applicant: � - A x'77 t �/"D k Planning & Tree Administrator Project: .3 Cam' a ,-a. 74,7 d ub • ' blic Util' 6 24. - -- -) Pr) l ie ,L /74-e h ell/ Public Safety Fire Services Nifi -kw' " """" s t e G "° o A"S� ,'fir '' "W, 'G ' ` "J�r� t�, >i ,, "b 1 10 4 , s = ',. 2 „ ^ +i AI �Li' �° �@ y 9 d 3 A.A, ,y(� i s- y ,�s ,r �y /. a,� �. !8 .t.'a� 71 4 I1'; , #4 � a rdhiro "I �t 9 4 "M14h� .. , �T n i X'-.: ,� :k.. 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. 4Denied. (Circle one.) Comments: 4 t 0 BUILDING PLANNING & ZONING Reviewed by: A Date: 1 )- 16° . /// TREE ADMIN. Second Review: Approved as revised. ['Denied. PUBLIC WORKS Comments: S ex_ a. 0 1,... 4 3v ) PUBLIC UTILITIES 6Q` _ PUBLIC SAFETY Reviewed by: Date1- /? FIRE SERVICES Third Review: ['Approved as revised. ['Denied. Comments: Reviewed by: Date: Revised 07/27/10 City of Atlantic Beach APPLICATION NUMBER Building Department TTIVED by (To be assigned b the Building Department.) ` 800 Seminole Road 9 P ) �� Atlantic Beach, Florida 32233 -5445 / l , Z 9 (p 7 Phone (904) 247 -5826 • Fax (904) 24 -58450 £ C 0 6 2011 rt as E -mail: building - dept @coab.us Date routed: /2/5/// City web -site: http: //www.coab.us 'Ty: APPLICATION REVIEW AND TRACKING FORM Property Address: / 7$' J ENA.- 7h4 ri4 Q_.. Dgp ark ment review required Yes No Bull g Applicant: ' ] jI7 (7l-"d itla Planning & larair j Tree Administrator Project: 2 £ ,g-,r- a r 74 ..,-� d (uublic WQrk?` 9 /f� ( Mblic Utilities m !E /1 / Public Safety Fire Services Real ` a e n p Sign " . Other Agency Review or Permit Required Revw Receipt Date of Permit ie or Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: Approved. ❑Denied. (Circle one.) Comments: BUILDING PLANNING & ZONING Reviewed by: Date: /2.- TREE ADMIN. Second Review: ['Approved as revised. ❑ Pp ❑Denied. P . O Comments: PU : LIC SA TY Reviewed by: Date: FIRE SERVICES Third Review: Approved as revised. ['Denied. Comments: Reviewed by: Date: Revised 07/27/10 N 14°34'50" W 150.00' 8" DEEP PROVIDE SEISLOPE'. TO KEEP I 6 W/ 1 ;8 SID FLOWING EXISTING CANAL RAIN RUNOFF FRO INTO CANAL, RETAINING 1556 CF I Q o 133' - o I- 6 w N N O i Or N J O - d- ° ° PO - -- --- r NEW OL BATH N N & STORAGE - _EXIST POOL u1 DECK CSI o k ' -7" TRACK ---- - R.L -•---- --- -- - - -- N _ -•-------------------------- - - - - -- , , ' iii EXISTING NEW PORCHES O = �-�., 1 RELOCATEb ' °n ; � . / ; POOL EQUIP �°M, - I XIST 1E BACK RELOCATED . ,p;l 1 - IRRIGATION �-_ `� •� PUMP p NEW \ IS o EL--.. 1111111'% e .. RELOCATED GARAGE _ R , I u AC CONDSR ` 12' RA :Ili 27.9'`, RIM - -_ —, EXIST $E BACK 11 N 11�� ; _ EXIST CONC WALK It EXTENDED TO NEW DRIVE �/ 14' RAC 6' RA _ EXIST CRACKED DRIVEWAY - ;D" :. REMOVED REPLACED �& DRIVE ,1 ` :� 32 W/ NEW 4 : ACK cei Hai ------------------------ 5O' B --- R,L - - ---------- N N 36' RAD V Ili 4111.111110 l • ' " \ ' _)'-) \O r FLOOD ZONES X & AE C, r I S 14°34'50" E 150.00' BLOCK 9 AS SHOWN ON M/ LOT 8, S ELVA MARINA DRIVE OF SELVA MARINA UNIT NO, 5, AS 100' R/W 29- 9A RECORDED IN RECORDSG , ,� S ITE PLAN DUVAL COUNTY, FLORIDA. N 14 W 150.00' PROVIDE TEMPORARY SILTATION PROVIDE SWALEcODEEP W/ BARRIER UNTIL CONSTRUCTION W/ C9 SIDE SLOP S TO KEEP sz I IS COMPLETED (SEE DETAIL) RAIN RUNOFF FRO M FLOWING Q INTO CANAL, RET ' INING ' CF m EXISTING CANAL w 133'-0H+- (5) --' "I� f w O 1 6 TOP OF BANK p 1 > O ) ) OW > 1L 1.1) -.4- N __ / � o J O W 'di NEW POOL. BATH -------1\-- N ill WU = & STORAGE TO LaJ ' O _ EXIST POOL S I- zW O '-7 "SE'BACK DECK J N 52 - B.R.L. O ° `.111 EXISTING 1 - 0 ui� � � _ , o , �• __ l POOL 1 z�� p r �- NE PORCHES � N I-v ILL __ D z �0� RELOCATE (NI i _ _ z Q � Alii ` ` .�; POOL EQUIP p �' C' �— -- 28,2' z2 RELOCATED ' 11 a " �""I'm II I EXIST BACK Q IRRIGATION - PUMP 1 u —I z ∎ 0 , ' NEW I► I =a. 1 � .II* --I 1_ .4 RELOCATED r GARAGE E. IIII i0I AC CONDSR ``� -• , Ii r zD 12' RA _ I • ; "._ -- ''' — p OI- ® —ii U W MI O . II 1 27.9' � z p 1 I , EXIST ETBACK [ 2 , () .0 111,. � z 2 cv DUMPSTER lbbigill - EXIST CONC WALK i 0 j 14' A 6' RAD EXTENDED TO NEW DRI�/E W Jp R .4 EXIST CRACKED DRIVEWAY =Qiy :4 �� 32. REMOVED & REPLACED , I- 00.._ m S 1-BACK, W/ NEW 4" CONC DRIVE I- co O 50' B.R.L. c' i �n = i_ i POST: 2x4 OR N �, 0 O.C. MAX �, 2 1/2" MIN DIA o 0 � - - `"-- �� WOOD OR STEEL' o X 36' RAD - s w FILTER FABRIC o _ _ �� GRADE l0 N H TYPE III SILT FENCE _1 1 •11 = 11-•" 5 14 E 150.00' /z C�' SELVA MARINA DRIVE LOT 8, BLOCK 9 AS SHOWN ON MAP 100' R/W OF SELVA MARINA UNIT NO. 5, AS RECORDED IN PLAT BOOK 30, PAGES 29 -29A OF THE PUBLIC RECORDS OF _ SITE PLAN DUVAL COUNTY, FLORIDA. REVISED 12/12/11 1" = 30' -0" 1 nnn Innic V s A= e N 14 W 150,00' PROVIDE SLIGHT S ALE 8" DEEP W/ 1 :8 SIDE SLOPE'. TO KEEP v EXISTING CANAL RAIN RUNOFF FRO FLOWING Q o INTO CANAL, RETAINING 1556 CF H ° 133'-0"+ - w N N .4- Ni- - - - -- -- ------- - - - O O N ------ - - - - -- - O NEW POOL BATH --- --- ---- -------- - - - - -- `t\ ------ -•• - -- - N & STORAGE oi � N - NigwEXIST POOL W ' S TBACK DECK N ME - B.R.L. _ O -Co • SI EXISTING A ` I O � N p POOL • NEW PORCHES ° I N it - !I / _ RELOCATED z POOL EQU 'P • a' 'I All - - -- II 2 28, RELOCATED Ell " •7- ft 1 EXIST $E ' BACK IRRIGATION • MIIIIIIIIII® PUMP = 1 1 1 .. ,° 11 NEW '� X RELOCATED I GARAGE E ' r t RAGE AC CONDSR ``� u.._._-r. IIII IIIU + 12' RAC ® __' I r me .0 4 t O' � • I 27,9' VIII _....--(•(:', � � al EXIST SE1BACK le 14 FE 0 - '`0.0 Nt EXIST CONC WALK EXTENDED TO NEW DRIVE 1 14 6' RAD RA Ilii EXIST CRACKED DRIVEWAY 3 2' -0" REMOVED & REPLACED sz m 6E :ACK W/ NEW 4" CONC DRIVE (f) i' 50' B.R.L. 1 U X 36' RAD W N 0 c FLOOD ZONES X & AE e S 14 E 150.00' SELVA MARINA DRIVE LOT 8, BLOCK 9 AS SHOWN ON MAP 100' R/W OF SELVA MARINA UNIT NO. 5, AS RECORDED IN PLAT BOOK 30, PAGES SITE PLAN DUVALCOUNTY, FLORIDARECORDS OF REVISED 10/10/11 1" = 30' - Julius Lee RE: 393544 - 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 Site Information: Project Customer: Ondrejicka Project Name: 393544 Model: Ondrejicka Res. Lot/Block: . Subdivision: . Address: 1750 Selva Marina Dr. City: Duval State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: Unknown at time of Seal License #: Unknown at time of Seal Address: Unknown at time of Seal City: Unknown at time of Seal State: Florida General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2007/TP12002 Design Program: MiTek 20/20 7.3 Wind Code: ASCE 7 -05 Wind Speed: 120 mph Floor Load: N/A psf Roof Load: 32.0 psf This package includes 27 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. This document processed per section 16G15- 23.003 of the Florida Board of Professionals Rules In the event of changes from Builder or E.O.R. additional coversheets and drawings may accompany this coversheet. The latest approval dates supersede and replace the previous drawings. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 15104642 CJO1 12/1/011 18 15104659 T17 12/1/011 2 15104643 EJ01 12/1/011 19 15104660 T18 12/1/011 3 15104644 HJ01 12/1/011 20 15104661 T19 12/1/011 4 15104645 P01 12/1/011 21 15104662 T20 12/1/011 5 15104646 P02 12/1/011 22 15104663 T21 12/1/011 6 15104647 T03 12/1/011 23 15104664 T22 12/1/011 7 15104648 T04 12/1/011 24 15104665 T23 12/1/011 8 15104649 T05 12/1/011 25 15104666 T24 12/1/011 9 15104650 T06 12/1/011 26 15104667 T25 12/1/011 10 15104651 T07 12/1/011 27 15104668 T26 12/1/011 11 15104652 T08 12/1/011 12 15104653 T09 12/1/011 13 15104654 T10 12/1/011 14 15104655 T11 12/1/011 15 15104656 T12 12/1/011 16 15104657 T13 12/1/011 17 15104658 T16 12/1/011 The truss drawing(s) referenced above have been prepared by MiTek \ \�� 1 0, / i, Industries, Inc. under my direct supervision based on the parameters � �� S K 4� • provided by Builders FirstSource (Jax). �• EN SF .4.c<\ , < J Truss Design Engineer's Name: Julius Lee ` * Nu 869 * ;00 _ My license renewal date for the state of Florida is February 28, 2013. — NOTE:The seal on these drawings indicate acceptance of i )J , .a professional engineering responsibility solely for the truss . STATE OF .' \ .�\ components shown. The suitability and use of this component LOR1DP • �?�� for any particular building is the responsibility of the building // O N Ak- ,\ designer, per ANSIITPI -1 Chapter 2. // / 111111'Dcember 1,2011 1 of 1 Julius Lee su. Job Truss Truss Type Qty Pty — ♦♦ 15104643 3e , 3544 ' EJ01 JACK - PARTIAL TRUSS 3 1 Job Reference (optional) Builders FlrstSource, Jacksonville, Fl 32244 7250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 13:40:27 2011 Page 1 ID:3Mvd 1 Ry1 dWW1 iQ6dV6VYxZyDyQpSSbTSXNI33R5X8RInSV ?IvhjcwkFF7GDpHrKalyDJ, I ' - 6$ 1 2 Scab = 1:14.8 2 ir 8.00 12 i vs 1 0 rill g omrammi a ►, 3 ,/ 2x4 I I 3x8 I I Plate Offsets (X,Y): [1:0 -2- 12,0 -4 -01 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.13 Vert(LL) -0.00 1 -3 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.00 1 -3 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix) Weight: 10 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-8 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2 X 6 SYP No.2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 1= 79/0 -5-8, 2= 67/Mechanical, 3= 12/Mechanical Max Horz 1= 136(LC 6) Max Upliftl= -13(LC 6), 2=- 129(LC 6) Max Gray 1 =79(LC 1), 2 =67(LC 1), 3 =37(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (8-11) 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.0psf; h =18ft; Cat. 11; Exp C; enclosed; MWFRS (low -rise) gable end zone and C-C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0 -0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 . 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 Ib uplift at joint 1 and 129 Ib uplift at joint 2. 8 This manufactured mc pitchbreaks including is des heels" as an ed individual building component. oven . The suitability and and use of this component for this truss. any articular `� ` 1 I I I I / / / \ \ 1 / 9 9 P tY component yp \ building is t responsibility of the building designer per ANSI TPI 1 as referenced by the building code. \ \\ S S • {� / /// 9) For special connections with re or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) \\ • 10) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 • • L10ENS . • • • •. � � LOAD CASE(S) Standard 0 34869 e f a — 4 .(\ •• STATE OF ._ ...... ,.„.•,,oRiop..•...,,, \ \\\\ December 1,2011 1 n WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 110I.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design a based only upon perarneters shown, and h for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not thus designer. Bracing shown JUIIUS Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TN1 Quality Cd leda, DSI.89 and 8CSI1 SoNding Component Solely Information available from Truss Plate Institute, 583 D'OnoMo Drive, Madison, WI 53719. Job Truss Truss Type Qty Pty y, 15104645 113544 { P01 GABLE 1 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 13:40:29 2011 Page 1 ID:3Mvd 1 Ry1 dwW1 iQ6dV6VYxZyDyQp- OgjD[DP9bgipmSbButXTNKm4okQyjl KNMaKRfByDJjG I 9 -n-n I 3-4 -14 I 5 -4-14 I 2-0-0 1-4-14 2 -0-0 3x4 = Scale = 1:11.0 3x4 = 2x4 11 3 4 5 4 4iiih 8.00 12 III T2 1111A i ST1 6 2 7 1 J 61 ° P 8 2x4 = 2x4 I I 2x4 = I 5-4-14 I 5-4-14 Plate Offsets (X,Y): [3:0- 2 -0,0 -2 -31, [5:0- 2- 0,0 -2 -3) LOADING (psf) SPACING 2 - CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.05 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.03 Vert(TL) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 16 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4 -14 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. OTHERS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 5 -4-14. (Ib) - Max Horz 1= -49(LC 4) Max Uplift All uplift 100 Ib or less atjoint(s) 1, 7, 8 except 2=- 135(LC 5), 6=- 111(LC 4) Max Gray All reactions 250 Ib or less atjoint(s) 1, 7, 2, 6, 8 FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (13 - 16) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf, BCDL= 3.Opsf; h =18ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) and C-C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 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 -2002. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0-0 wide will \ \ `) 11 I 1 1 / / / / fit between the bottom chord and any other members. \\ // 9) All bearings are assumed to be SYP No.2 . \ \� C J s • K � 1 / • 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 7, 8 except (jt=lb) \\ • • • - ' • • � 2 =135,6 =111. �ICEN4- •.• .[\ 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. - 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base tniss as applicable, or consult qualified building O 34869 designer. _ 13) This manufactured product is designed as an individual building component. The suitability and use of this component for any _ particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. _ _ 14) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 15) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 3343 • STATE OF ,R T LOAD CASE(S) Standard <' • , F C GRID '. • �( j / S; /( NIAx- ` \\ \\ December 1,2011 I ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU.74T3 BEFORE USE. Design valid fa use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is fa lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 1109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 rivaIfy CrIteda, DS6 -89 and 6CSI1 Bolding Component Solely Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 15104647 1 503544 r T03 GABLE 1 2 Job Reference (optional) Bulders FirstSource, Jacksonville, Fl 32244 7.250 s Aug 25 2011 MITek Industries, Inc. Thu Dec 01 13:40:32 2011 Page 1 ID:3Mvd1 Ry1 dwW1 iQ6dV6VYxZyDyQpoPOMVFRuub4NdwKjZO5A ?yOQvxNywleyzYZ5GVyDJjD 1 4 -0-14 1 7-10-4 I 11 -7 -10 I 15-5 -0 1 19-2-6 1 22 -11 -12 1 90-9 -2 1 30-10 -0 1 40-14 3-9-6 3-9-6 3-9-6 3-9-6 3-9-6 3-9-6 4-0-14 Scale = 1:63.3 4x5 = 2x4 I I 7 ii 2x4 1 2x4 11 3x5 .2 3x5 `� S 8 5x6 i �,^ Y ►1 5x6 � 2x4 II 5 � ` I �: M 9 2x411 �• � i 'I`; i 3x5 �� 3x5 i ♦. _ l - s s��`'-' 1 •Zt� 2x4 11 sT ; ..4. - +-44. N� T _ 1 2 N =!� x4 2x4 S c /_ 1 5x8 = 11 MI 3x5 G � 2x4 I I a , 4 11 4 , ,- M o 3x5 B.00 12 3x4 �i 3 / '� °•� 34 2x4 3x4 `� :� �,L` • 1 11 3x4 �� W 3x4 ••••-, 2 f1 2. 1 20 16 t5 1 12 3x4 • �� 2x4 I 7x8 3x4 % 3x4 2x4 r ^ 2x4 2x4 1 7x8 \� 13 1 %� 22 14I Sit 2x4 I 2x4 �_ • Ir' o = _ o • 7x8 II 5.00 12 7x8 I I I 4 -0-14 I 7 -10-4 I 11 -7 -10 I 15-5 -0 I 19 -2-6 I 22 -11 -12 I 26 -9 -2 I 30 -10-0 I 4 -0 -14 3-9-6 3-9-6 3 -9-6 3 -9-6 3 -9-6 3 -9-6 4-0-14 Plate Offsets (X,Y): [1:0- 8- 14,Edgej, [5:0- 3- 0,0 -3-0], [9:0- 3- 0,0 -3 -0], [13:0- 8- 14,Edgej, [15:0 - 4-0,0- 1 -12], [21:0.4- 0,0- 1 -12], [23:0- 1- 8,0 -1-0], [26:0- 1- 8,0 -1 -0], [38:0 -1- 8,0-1 -0], [41:0-1- 8.0 -1 -01 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl lJd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) 0.81 17 -18 >454 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.33 Vert(TL) 0.71 17 -18 >520 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.44 Horz(TL) -0.85 13 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 406 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-7 -9 oc bracing. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 \ \ 1111Ill// /ff REACTIONS (Ib/size) 1= 979/0.5 4, 13= 979/0.5 4 \\ \ \ S S K ///� Max Horz 1= 540(LC 5) \\ / Max Uplift1 =1295(LC 6), 13=- 1295(LC 7) � v `CENS - FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 1- 2=- 3476/8998, 2- 3=- 3377/9014, 3-4 =- 3301/8245, 4 -5 =- 2850/6734, 5-6 =- 2786/6742, o 34869 6 -7 =- 2324/5042, 7- 8=- 2324/5042, 8 -9 =- 2786/6742, 9- 10=- 2850/6734, 10-11 =- 3301/8245, 11 -12=- 3377/9014, 12 -13 =- 3476/8999 __ B — BOT CHORD 1 -22 =- 7724/3020, 21- 22=- 7547/3036, 20-21 =- 6661/2950, 19- 20=- 6657/2958, ( f /� % 18 -19 =- 4856/2521, 17- 18=- 4856/2521, 16- 17=- 6657/2958, 15- 16=- 6661/2950, — 111 VV1V/ JJ • - ` • 1415 = 7547/3036, 13 -14 =- 7724/3020 _., '•, STATE OF ■ WEBS 7 -18 =- 5359/2312, 8-18 =- 484/1682, 8-17= 1355/273, 10- 17= -419/1481, 10 -15 =- 746/140, • \ ∎. 11 -15 =- 139/616, 11 -14 =- 432/88, 6 -18 =- 484/1682, 6-19 =- 1355/273, 4 -19 =- 419/1481, s S l .. FL ORlO -. • 4 -21 =- 746/140, 3-21 =- 139/616, 3- 22=- 432/88 // S ` \\ NOTES (14 -17) / / / /�/ / i i i i \\ \ \ \ \ \ 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. Webs connected as follows: 2 X 4 - 1 row at 0 -9-0 oc. 2) All Toads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live Toads have been considered for this design. 4) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.0psf; h =18ft; Cat. 11; Exp C; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) zone; porch left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 5) Truss designed for wind Toads 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 -2002. 6) Special provisions shall be made by the building designer to allow for 0.85in of horizontal movement due to live load and 0.74in due to total load. 7) Gable studs spaced at 1-4-0 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 20.0psf 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 All • - arin • s ar' assumed to be SYP No.2 . December 1,2011 •r r r • - A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 0872 7473 BEFORE USE. Design valid for use only with ?AMA connectors. This design is based only upon parameters shown, and is for an individual building component. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Blvd Bay a oas 9 10 Coastal is far lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 1 110 Boynton, o, s l Bay erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage, delivery, erection and bracing. consult ANSI/TPI1 QuaIty Cdteda, DSB -B9 and BCS11 Building Component Safely Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. Job , Truss Truss Type Qty Ply 393544 T04 SCISSOR TRUSS 3 1 Builders FirstSource, Jacksonville, Fl 32244 7.250 s Sep 1 2010 MiTek Industries, Inc. Thu Dec 01 15:1521 2011 Page 1 I D: 3Mvd1Ry1dwW1iQ6dV6VYxZyDyQp- ModGwRPewnSi6014YArwZkQUS1NEtOdRK 4-0-14 7-10-4 11 -7 -10 I 15 -5-0 19-2-6 , 22 -11 -12 26-9-2 30-10-0 1 4-0-14 3 -9-6 3 -9-6 3 -9-6 3 -9-6 3-9-6 3-9-6 4-0-14 sa.- 1st, e :21 345 * B ) ne WB* `l TAB WB, 1 4 4 0 111111 4 �, .e II b &00 13 � y4 ��j 18 11 4 111111111 18 Z 1.5 46� V. 11 1 ya ll m il 5.00 W �t ts 1418 O 4.8 C 4-0-14 7-10-4 11 -7 -10 I 15 -5-0 19-2-6 22 -11 -12 26 -9 -2 30-10-0 4-0-14 3-9-6 3 -9-6 3 -9-6 3 -9-6 3 -9-6 3 -9-6 4-0-14 Plate Offsets (X,Y): [1:0- 5.0,0 -2 -01, [4:04-0,Edge), 18:04 -0,Edge1, 111:0- 5 -0,0 -2 -01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udef Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) 0.81 16-17 >451 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.23 Vert(TL) 0.70 16 -17 >518 180 BCLL 0.0 • Rep Stress Incr YES WB 0.71 Horz(TL) -0.85 11 n/a r&a BCDL 5.0 Code FBC2007/TP12002 (Matrix) Weight 223 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 6 SYP SS TOP CHORD Structural wood sheathing directly applied or 4-9-13 oc purlins. BOT CHORD 2 X 6 SYP SS BOT CHORD Rigid ceiling directly applied or 3-2-8 oc bracing. WEBS 2 X4 SYP No.3 WEBS 1 Row at midpt 6-16 OTHERS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1= 973/0 -5-4 (min. 0 -1-8), 11= 973/0 -54 (min. 0-1-8) Max Hors 1=- 436(LC 4) Max Uplift 1=-984(LC 6), 11=- 984(LC 7) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 2957/7637, 2 -3=- 2988/7462, 3-4=-2650/6261, 4-5=- 2589/6267, 5.6 =- 2187/4778, 8 -7 =- 2187/4778, 7-8=- 2589/6267, 8 - 2650/6261, 9-10 = - 298817462,10 -11 =- 2957/7637 BOT CHORD 1- 2 -63182490, 19-20=-6174/2518, 18-19=-5946/2664, 17-18=-5942/2672, 18- 17= 44302340, 15-16=-4430/2340, 14-15=-5942/2672, 13-14=-5946/2664, 12-13=-6174/2518, 11-12=-6318/2490 WEBS 6-16=-5014/2149, 7 -16= 428/1499, 7-15=-1250/245, 9 -15=- 337/1222, 9 -13=- 600/98, 10 -12 =- 351/68, 5-16= 428/1499, 5 -17 =- 1250245, 3-17 =- 337/1222, 3- 19= -600/98, 2 -20- 351/68 NOTES (9-12) 1) Unbalanced roof live bads have been considered for this design. 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =18ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) and C-C Exterior(2) zone; porch \ `) 1 1 1 (j left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 \ \ ` // 3) Special provisions shall be made by the building designer to allow for 0.85in of horizontal movement due to live b \ ad and 0.74in due to total load. \ \\ S S 1i '/ 4) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads. \ • , .... • �• / / • 5) • This truss has been designed for a live ad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom �ss ` , b chord and any other members. - \- \ C ' ENQ ' . 6) Bearing atjoint(s) 1,11 considers parallel to grain value using ANSI/IPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. . 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 984 Ib uplift at joint 1 and 984 Ib uplift at joint 11, 8) "Semi -rigid pitchbreaks including heels" Member and fixity model was used in the analysis and design of this truss. 0 34869 / -- 9) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the — responsibility of the building designer per ANSI TPI 1 as referenced by the building code. _ — 10) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) -- g btA % / 11) Truss Design Engineer: Julius Lee, PE: Fonda P.E. License No. 34869: Address: 1109 Coastal Bay BNd. Boynton Beach, FL 33435 w LOAD CASE(S) Standard T •' •- STATE OF . ••••. LORIOP •• 0 el . ,/ /'1111,,1 \ \\ December 1,2011 t t ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 317I-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and 4 for an individual building component. _Mild Lee Applicability of design parornenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 11()9 Coastal Bay Blvd. s for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 4 the responsibillity of the erector. Additional permanent bracing of the overall structure 4 the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/Tell Quality Crtieda, D59 -89 and SCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 15104649 393541 T05 SPECIAL TRUSS 1 1 Job Reference (optional) Builders FlrstSource, Jacksonville, Fl 32244 7250 s Aug 25 2011 MITek Industries, Inc. Thu Dec 01 13:40:36 2011 Page 2 ID:3Mvd 1 Ry1 dwW1 iQ6dV6VYxZyDyQp- hBetLcUOygap6XdUor969oZ8bZiDs28YuAXJPHyDJj 12) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 13) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to 8FS detail package) 14) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 2 = -54, 2 -4= -54, 4- 6 = -54, 6- 11 = -54, 1- 18 = -10, 14- 18 =10, 11- 14 = -10 Concentrated Loads (lb) Vert: 2 = -7(B) 19 =-4(B) 20 = -7(B) 21 = -7(B) 22 = -1(B) 23=-1(B) \ \\tlllllf! / `\ uS S•K . o cENs . * No 34869 • - • "0 * ,C) W17 - STATE OF .� c °RID P.�� ' ' /5 /Q ` N A\ -� f wJ December 1,2011 1 1 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. Design valid fa use only with MITek connectors. This design is based only upon parameters shown, and Is to an indMduol building component. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Coastal Blvd. is fa lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility 109 C Bay lity of the 110 C o, FL l Bay erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Crileda, DSB -89 and 6CSI1 Building Component Safely Inlormallon available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 15104650 '393544 r T06 SPECIAL TRUSS 1 1 Job Reference (optional) Rudders FirstSource, Jacksonville, Fl 32244 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 13:40:37 2011 Page 2 ID:3Mvd1 Ryt dwWliQ6dV6VYxZyDyQp- 9NCFZyV1 i7igkhCgMZgLiO6DWyywbR3h6gGsxjyDJjE 11) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 12) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 13) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard \\ \ \11111111, ��CENS • �� * No 34869 _ '0 * lY = .� w- �� STATE OF �� i �1 F LORIDP` ('j ,' '/S I () NA\- `\ 1 ///11111 1 \\ f uj e . iej December 1,2011 I I n WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE M1l -7473 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. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Brocing shown 1 109 Coastal Bay Blvd. is fa lateral support of individual web members only. Additional temporary bracing to insure stobllty during construction is the responsibility of the Y erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton. FL 33435 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Crdeda, DS11-89 and BCSI1 Budding Component Safely Information available from Truss Plate Institute. 583 D'Onofio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 15104651 93544 ' T07 SPECIAL TRUSS 1 1 Job Reference (optional) Builders FIrstSource, Jacksonville, Fl 32244 7250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 13:40:38 2011 Page 2 I0:3Mvd'I Ryl dW Wl iQ6dV6VYxZyDyQp- dZIdmIWf TRgXLmtwGCaEDePYMHHKW4gL LOAD CASE(S) Standard 1Js s.K %, ,J �..\ �CENSF ' •.�� - * ..- No 34869 _ "D * Ct - o •'w, (\ STATE OF .�\�\ �s f II I111sl ) k \ � \ ( f) ce / 6. ....k December 1,2011 ■ I A WARNING - Verify design parameters and READ NOTES ON IRIS AND INCLUDED ADTEK REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with Milt* connectors. This design is based only upon parameters shown. and is for an individual building component. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Blvd. Bay a oas 9 Coastal is fcr lateral support of individual web members only. Additional temporary bracing to insure stability during construction 5 the responsibility of the 110 110 C o, FL l Bay erector. Additional permanent bracing of the overall stricture is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/Trli Quality Criteria, D51.89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 15104852 3113544 T08 SPECIAL TRUSS 1 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7250 a Aug 25 2011 MITek Industries, Inc. Thu Dec 01 13:40:39 2011 Page 2 ID :3Mvd1RyldwWliQ6dV6WxZyDyQp -5U1 eXHElyO2 _M3UJpnRBbAmdi3Kp_a81z9CyDJif 11) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 12) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 13) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay BNd. Boynton Beach, FL 33435 LOAD CASE(S) Standard \ \111 111 111,, vs S. / \ J .• : ; • . * NO 34869 • - * C STATE OF i�s ' . • L ORIDP'.•• � / /S N1 A`\ wJ December 1,2011 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 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. Julius Lee Applicability of design paromenters and proper incorporation of component is responsiblity of building designer - not truss designer. Bracing shown 1109 Coastal Bay Blvd. is for lateral support of individual web members only. Additional temporary bracing to insure stability Coasa ity during construction is the responsibillity of the 110 C o, FL l Bay erector. Additional permanent bracing of the overall structure 5 the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage, delivery, erection and bracing. consult ANSUTPI1 Qualify Criteria, DS11-89 and 3CSI1 lulding Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. • Job Truss Truss Type Qty Pty 15104653 $93544 T09 SPECIAL TRUSS 1 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Aug 25 2011 MRek Industries, Inc. Thu Dec 01 13:40:40 2011 Page 2 ID: 3Mvd1RyldwWliQ6dV6VYxZyDyQp- ZytNB_ Xv7 24Fb8xF1hE2KekjHAzdonE7poVWY2yDJji 11) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 12) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 13) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard \ \\ 111111 k vS S. < '. ...• ocENSF •.. ., • No 34869 • STATE OF T F P. • C ∎ (C\ •••• P is • ■ // SA ONA`` . " \ `` \\ e WJ December 1,2011 � t WARNING - Ver l y design parameters and READ NOTES ON THIS AND INCLUDED 107TEX REFERENCE PAGE 1W -7473 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. JUIIUS Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown tl Blvd. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility 109 Coastal Bay lity of the 110 C o, FL l Bay erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality CrIteda, 055-86 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison. WI 53719. Job Truss Truss Type Qty Ply 15104654 393544 T10 SPECIAL TRUSS 1 1 Job Reference (optional) Builders FlrstSource, Jacksonville, Fl 32244 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 13:40:41 2011 Page 2 ID:3Mvd1 Ry1 dwNV1 iQ6dV6VYxZyDyQp- 18RmOKYXmMC6CIWSbOIHssGWYa16XHgH1 SE44UyDJj4 LOAD CASE(S) Standard \\v ,I►)III1 / / • .J . , tiCENSF • � • * ' No 34869 ="0 * W_ W— � ..\ 0\ STATE OF = • � • i� E . L ORIOP•' Cj • � / / S' ONA` � \ /1 i a . .... December 1,2011 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M1-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. JUIIUS Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 1109 Coastal Bay Blvd. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction u 1 the responsibillity of the 1 109 C o, FL l Bay erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TP11 Quality Criteria, DS11-89 and SCSI1 Building Component Safely Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 15104656 . 393544 T12 HIP TRUSS 1 1 Job Reference (optional) Builders FlrstSource, Jacksonville, Fl 32244 7250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 13:40:44 2011 Page 1 I D:3Mvd t Ry1 dwW 1 iQ6dV6VYxZyDyQp-Sj7u 1MbQ3H bg3mEOGXl UUuQCnKAkbliQTkhpyDJj 1 4 - 1 R - 1 14R I 19 - - 15 1 21 28-0-0 1 31 - I 38 -5_14 1 4-1 -3 3 -11 -15 6-5-6 4-8-7 4-8-7 4-0-10 5-1 -3 5-4-11 Scale = 1:69.2 5x6 = 5x6 = 3x6 = 5 6 7 8x6 -% 3x5 Q B 5x10 MT2OH WB �� 5xB i 4 ,,,, 8.00 12 :W 9 _ � k 0/ 15 v ' 9 _I a 2 2x4 � 7x8 = . ' 10 2 ,•► 14 3x6 ° ✓ 16 3x8 13 ,10 11 3x8 \ di 17 5x6 5x8 % 3x4 12 I� - d ,'e 'e °. o 5x6 = , * 18 5.00 12 5x14 8x14 MT18H = 7 1 2 14-6 -8 1 23 -0-14 I 30 -7 -10 1 38 -5 -14 1 7 -9-4 0 - 3-14 6 -5-6 8-6-6 7-6-12 7 -10-4 Plate Offsets (X,Y): [1:Edge,0 -1 -0], [5:0-4- 4,0 -2-4], [7:0- 4- 4,0 -2 -4], [9:0- 5- 0,Edge], [12:0 -0- 13,0 -3-4], [18:0- 11- 0,0 -4-4] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.90 Vert(LL) 0.93 13 -15 >392 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.94 Vert(TL) 0.83 13 -15 >437 180 MT2OH 187/143 BCLL 0.0 • Rep Stress Incr YES WB 0.91 Horz(TL) -0.40 12 n/a n/a MT18H 244/190 BCDL 5.0 Code FBC2007/TP12002 (Matrix) Weight: 228 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc purlins. T5,T4: 2 X 4 SYP No.1 D BOT CHORD Rigid ceiling directly applied. BOT CHORD 2 X 4 SYP No.2 *Except* WEBS 1 Row at midpt 3-17, 6 -17 B1: 2 X 6 SYP No.2, B2: 2 X 6 SYP SS, B5: 2 X 4 SYP No.1 D MiTek recommends that Stabilizers and required cross bracing WEBS 2 X 4 SYP No.3 be installed during truss erection, in accordance with Stabilizer OTHERS 2 X 4 SYP No.3 Installation guide. SLIDER Right 2 X 4 SYP No.2 3 -2 -11 REACTIONS (Ib /size) 1- 736/0 -5-8, 12= 713/0 -5-4, 18= 2465/0 -5 -8 Max Horz 1=- 431(LC 4) Max Uplift1- 836(LC 11), 12=- 829(LC 4), 18 =- 2332(LC 5) Max Gray 1= 614(LC 5), 12 =713(LC 1), 18= 2465(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 1 -2 =- 3336/1474, 2- 3=- 3499/1680, 4-5 =- 42/259, 5-6 =- 30/332, 6- 7=- 898/2192, 7 -8 =- 1059/2277,8 -9 =- 1685/5118,9 -10= 1761/5102,10 -11 =- 1931/5101, 11 -12- 2017/5084 BOT CHORD 1- 18=- 1150/2751, 17 -18 =- 1506/3701, 16 -17 =- 419/414, 15- 16=- 405/442, 14 -15 =- 2521/1424,13 -14 =- 2530/1407,12 -13= 4067/1676 WEBS 2- 18=- 274 / 546,3 -18 =- 1653/3626,3 -17= 3180/1355,5 -17 =- 369/187,6 -17 =- 950/1556, 6-15 =- 1445/741, 7-15=-1073/359, 8- 15= -498/1682, 8-13 =- 1852/348 NOTES (11 -14) 1) Unbalanced roof live loads have been considered for this design. \ \ \ \ ] 1 l (] ! / / / 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL =4.2psf; BCDL= 3.0psf; h =18ft; Cat. 11; Exp C; enclosed; MWFRS (low -rise) and C -C ,\\\ S S. {( ///, Exterior(2) zone; porch left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip ,\ • • • • • / DOL =1.60 • �\CEN • - 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. ■ • * — / . — 5) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads. O 348 69 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 a r - fit between the bottom chord and any other members. _ 0 ' 7) All bearings are assumed to be SYP No.2 . L 8) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capae 0 '. ' .+ of bearing surface. AN ••• STATE OF N. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 1 ' • • • p ORID is •' • • ' 12 =829, 18 =2332. i • \ �� ■ 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. //616.1/1 / \� , / / ] /%t. \ \ Continued on page 2 December 1,2011 I A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE DQI -7473 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. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 1 109 Coastal Bay Blvd. is for lateral support of individual web members only. Additional temporary ay ry bracing to insure stability during construction k the responsiblllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. for general guidance regarding Boynton, FL 33435 fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/T ►11 Quality Criteria, DSI.89 and ICSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 15104657 393544 T13 HIP TRUSS 7 1 Job Reference (optional) Builders FlrstSource, Jacksonville, Fl 32244 7250 a Aug 25 2011 MITek Industries, Inc. Thu Dec 01 13:40:45 2011 Page 1 ID:3Mvd1 Ry1 dwW 1 iQ6dV6VYxZyDyQp- wvhGEhb2gajXhvpDgEqD1 iRbPBfpT4Esy4CHDFyDJjf I 4-1 -3 1 8-1 -7 1 17 -3-13 1 16-6 -8 1 71 -11-6 I 78 -0-0 1 33 -1 -3 I 38-5-14 I 4-1 -3 3 -11 -15 4 -2 -11 4 -2 -11 5-4-14 6 -0-10 5-1 -3 5 -4-11 5x6 = Scab = 1:72.8 5x8 = 6 7 6x8 i 1 3x6 -%:". 5 3x6 g 5x10 MT20H 2x4 I I 4 / 8.00 12 t �9 _ q i 3 �' �� q :'S . 2x4 _ .- 2x4'� .45x6 II ` 4 * 10 2 ��' 14 3x6 6 3x8 1 3x8 �� 8x10 1 .00000 3x4 12 4 41116 6 I d 2 Zit a_. o 5x8 = 17 5.00 112 8x12 8x14 MT18H = I 7 8 16-6 -8 230-14 I 30 -7 -10 I 38 -5-14 I 7-9-4 0-3 -14 8-5-6 6-6-6 7-6-12 7-10-4 Plate Offsets (X,Y): [1:Edge,0 -1-41, [6:0- 4- 4,0 -2 -41, 7:0-3- 12,0 -2-0], [9:0- 5- 0,Edge], [12:0- 2- 5,Edge], [16:0-4-12,Edgel, [17:0 - 10.8,0 -4-0] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lot) Vdefl Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL) 0.99 13 -15 >369 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.98 Vert(TL) 0.88 13 -15 >414 180 MT2OH 187/143 BCLL 0.0 ' Rep Stress lncr YES WB 0.80 Horz(TL) -0.48 12 n/a n/a MT18H 244/190 BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 236 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2 -2-0 oc purlins. T5,T4: 2 X 4 SYP No.1 D BOT CHORD Rigid ceiling directly applied. BOT CHORD 2 X 4 SYP No.1 D *Except* WEBS 1 Row at midpt 5 -17, 5-16, 7 -16, 7 -15 B1,B2: 2 X 6 SYP No.2, B3: 2 X 4 SYP No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2 X 4 SYP No.3 *Except* be installed during truss erection, in accordance with Stabilizer W3: 2 X 4 SYP No.2 Installation guide. SLIDER Right 2 X 4 SYP No.2 3 -2 -11 REACTIONS (lb /size) 1=- 638/0 -5-8, 12= 749/0 -5-4, 17= 2331/0 -5-8 Max Horz 1=- 487(LC 4) Max Uplift 1- 710(LC 11), 12=- 824(LC 7), 17=- 2118(LC 6) Max Gray 1= 495(LC 5), 12= 749(LC 1), 17= 2331(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 3035/1300, 2- 3=- 3190/1509, 3-4 =- 2962/1390, 4 -5 =- 2951/1508, 5-6 =- 336/927, 6-7 =- 224 /856,7 -8 =- 1190 / 2471,8 -9 =- 1771 / 5335,9 -10 =- 1898/5317,10 -11 =- 2047/528 11-12=-2134/5267 BOT CHORD 1- 17=- 985/2512, 16 -17=- 442/1390, 15-16=-448/737, 14 -15 =- 2741/1574, 13-14=-2751/1557, 12-13=-4221/1774 WEBS 2-17=-286/550, 3-17=-237/378, 5-17=-1908/4116, 5-16=-1708/743, 7-16=-895/1433, 7 -15- 2283/1075,8 -15 =- 551/1771,8 -13 =- 1819/339 NOTES (11 -14) • 1) Unbalanced roof live loads have been considered for this design. � 1 ]) 1/0 // 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.0psf; h =18ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) and C -C N.\ S.1 f / 7/ / Exterior(2) zone; porch left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip �\ � \ S DOL =1.60 • ��GENSF •.' 3} Provide adequate drainage to prevent water ponding. 4) All plates 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. = O 34869 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 wIl — fit between the bottom chord and any other members. — P . • embers. • e • 7) All bearings are assumed to be SYP No.2 . �L 8) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capac • • j -- f of bearing surface. ST 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qtclb) 1 =7 r .(■ • • • • STATE OF F • • • c 12= 824,17 =2118. i kJ- _ �• 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �/� / \ / // ON `\0 Continued on page 2 December 1,2011 • a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 151I7473 BEFORE USE. Design valid tor use only with MiTek connectors. this design is based only upon parameters shown, and is to an individual building component. Julius Lee Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1109 Blvd. 11010 9 n Coastal o, oasstal l Bay Bay erector. Additional permanent bracing of the overall structure u the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing. consult ANSI/TPI1 Qualify Cdteda, DSB -89 and SCSI Building Component Solely Inlormation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Pty 15104658 393544 T16 PIGGYBACK BASE TRUSS 1 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 13:40:462011 Page 1 ID:3Mvd1 Ry1 dwW t iQ6dV6WxZyDyQp- O6EfS1cgburOJ3OPOyLSZv _m9b?2CXU0BkyrIiyDJj° 1 4-1 -3 1 12 -3-13 1 18-6 -8 1 31 -11-8 I 28-0 -0 1 33-1 -3 I 38-5-14 1 4-1 -3 8-2 -10 4-2 -11 5-4-14 6-0-10 5-1 -3 5-4-11 5x6 = Scale = 1:72.8 5x8 = 8.00 12 6 7 6x8 - i 3x6 5 ` I r 3x8 �� g 5x10 MT2OH 2x4 II 4*,/ qq c 9 9 i 3 ��,, :tom ' ` 2x4 = 2x4 �� /9 / 5x8 I I +'+ 10 2 ��' 14 3x6 �� 16 ■ 10 ri a` 3x8 t3 ,t 11 3x6 ,,� 1 3x4 8x 10% 1 � � 12 O 5x6 = 17 5.00 12 8x12 8x14 MT18H = I 7 -94 8 16-6 -8 21 -11-6 213 -0 -14 30.7 -10 38 -5-14 I 7-9-4 0- -14 8-5-6 5 -4-14 1-1-8 7-6-12 7-10-4 Plate Offsets (X,Y): [1:Edqe,0-1-41, [6:0-4-4,0 -2-4], [7:0-3- 12,0 -2-01, [9:0-5-0,Edqel, [12:0- 2- 5,Edgel, [16:0- 4- 12,Edge], [17:0- 10- 8,0 -4-01 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) t/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL) 0.99 13 -15 >369 240 MT20 244/190 TCDL 7.0 Lumber Increase 125 BC 0.98 Vert(TL) 0.88 13 -15 >414 180 MT2OH 187/143 BCLL 0.0 • Rep Stress lncr YES WB 0.80 Horz(TL) -0.48 12 n/a n/a MT18H 244/190 BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 236 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 "Except* TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc purlins. T5,T4: 2 X 4 SYP No.1 D BOT CHORD Rigid ceiling directly applied. BOT CHORD 2 X 4 SYP No.1 D *Except* WEBS 1 Row at midpt 5-17, 5-16, 7 -15, 7 -16 B1,B2: 2 X 6 SYP No.2, B3: 2 X 4 SYP No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2 X 4 SYP No.3 *Except* be installed during truss erection, in accordance with Stabilizer W3: 2 X 4 SYP No.2 Installation guide. SLIDER Right 2 X 4 SYP No.2 3-2 -11 REACTIONS (lb/size) 1=- 638/0 -5-8, 17= 2331/0 -5-8, 12= 749/0 -5-4 Max Horz 1' - 487(LC 4) Max Uplift1- 710(LC 11), 17- 2118(LC 6), 12=- 824(LC 7) Max Gray 1= 495(LC 5), 17= 2331(LC 1), 12= 749(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 1-2=-3035/1300, 2-3=-3190/1509, 3-4=-2962/1390, 4-5=-2951/1508, 5-6=-336/927, 6-7=-224/856, 7-8=-1190/2471, 8-9=-1771/5335, 9-10=-1898/5317, 10-11=-2047/5283, 11 -12- 2134/5267 BOT CHORD 1 -17 =- 985/2512, 16- 17= -442/1390, 15- 16= -448/737, 14 -15 =- 2741/1574, 13- 14=- 2751/1557,12 -13 =- 4221/1774 WEBS 2-17=-286/550, 3-17=-237/378, 5-17=-1908/4116, 5-16=-1708/743, 7-15=-2283/1075, 7 -16= 895/1433, 8-15 =- 551/1771, 8-13=-1819/339 NOTES (11 -14) 1) Unbalanced roof live loads have been considered for this design. � ,) I I [ [ / / / / // 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf, BCDL= 3.0psf; h =18ft; Cat. 11; Exp C; enclosed; MWFRS (low -rise) and C -C ` \ \\ S S. K //, W Exterior(2) zone; porch left and right exposed;C -C for members and forces & MFRS for reactions shown; Lumber DOL =1.60 plate grip .\\. . - • - • - DOL =1.60 ■ • ��GENSF •• � i � % 3) Provide adequate drainage to prevent water ponding. 4) All plates 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. — O 348 69 ; 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 wfl — fit between the bottom chord and any other members. _ • . = 7) All bearings are assumed to be SYP No.2 . — 1 - / 1 8) Bearing atjoint(s) 12 considers parallel to grain value using ANSI/I 1 angle to grain formula. Building designer should verify capac so of bearing surface. T ••, STATE OF 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =lb) 1 =7 r ls F� GRID P . ... �' 17= 2118, 12 =824. i �1 � 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. /<(\//61/ ,>� / / / ON I ,\� AL�\ . Continued on pags2 December 1,2011 I A WARNING - Ver(/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 00I -7473 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. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is far lateral support of indMdual web members only. Additional temporary bracing to insure stability during construction is the responsibility 109 Coastal Bay Blvd. lity of the 11 Boynton, FL l Bay erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Qualify CsBesla, DSI.89 and ICSI1 guiding Component So/My Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 15104659 383544 6 T17 GABLE 2 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 13:40:48 2011 Page 1 ID: BnKyaP9lTTco9slxsPyVzsyEN2p- KUMPsjew7V56YNYoVNNWeK3APOmdgTZJe2RypayOJa I 6 -1 -10 1 10-0 -0 1 13-4-3 1 19 -6-9 I 2 I 32 -0-0 I 38 -5.14 6 -1 -10 3 -10-6 3-4-3 6-2 -7 5 -10 -10 6-6-13 6-5-1d Scale = 1:60.0 6x8 2x8 1 1 6 2x4 1 1 2x4 1 1 2x4 I I ell' 2x4 11 2x8 11 2x6 II ST3 ST12 3x4 2x4 �� 7 3x4 8 2x4 11 8x8 i 5 s s r Nom' 2x4 1 2x4 I 2x4 3.50 2x6 L� 4 •, � - W ' l - 9 11 2x4 11 3x5 a �- - � 8 ST20 2x4 8.00 12 � � 4 I S717 S � �. 10 S P lilt; � S�'4 .. 3 � F��'- 2x 4 I, �-+!�'G:�11 11 , `v 2x4 I 2x4 "4 11 -2 e 2 5x8 = 2x4 II :_. of T1 2x4 11 2x4 11 2 x 4 11 2x4 11 14 2x4 II 13 2x4 11 2x4 II 12 2x4 1 1 2x4 1 2x4 11 4x10 = 2x4 11 3x8 = _ 2x4 1 2x4 11 3x4 = 4x6 = 3x4 n 2x41 2x4 2x4 11 ri 1 o fa a I 4 - 12 16 - - 10 134 -3 13 -0 22 -5 -14 4-3-12 1 -9-14 7 -2 -8 0- 3 8 -9-14 Plate Offsets (X,Y): [3:0 - 10,0 - 0 - 0], [3:6 2 2,1 - 9 - 7], [6:0 6 9,0 - 3 - 01, [9:0 1 15,0 - 0 [11:0 - 12,0 - 2 - 0], [12:0 2 0,0 - 0 - 01 LOADING (psf) SPACING 2 - 0 - 0 CSI DEFL in (Ioc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) 0.32 12 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.42 11 -12 >777 180 BCLL 0.0 • Rep Stress Incr YES WB 0.70 Horz(TL) 0.12 11 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight 208 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 `Except* TOP CHORD Structural wood sheathing directly applied or 3 -2 -5 oc purlins. T1,T2: 2 X 8 SYP SS BOT CHORD Rigid ceiling directly applied or 4 -0-15 oc bracing. BOT CHORD 2 X 4 SYP No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2 X 4 SYP No.3 be installed during truss erection, in accordance with Stabilizer OTHERS 2 X 4 SYP No.3 Installation guide. REACTIONS (lb /size) 1=- 132/0 -5-8, 11= 843/0 -5-8, 2= 1270/0 -3 -8 Max Horz 1= 365(LC 6) Max Upiift1= 177(LC 4), 11=- 682(LC 7), 2=- 1129(LC 6) Max Gray 1= 248(LC 6), 11= 843(LC 1), 2= 1270(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 1- 2= •439/389, 2 -3 =441/ 392, 3-4= 1387/1219, 4.5= 1318/1243, 5 -6= 1185/1133, 6 -7 =- 1036/1014, 7 -8 =- 2017/1951, 8-9 =- 2100/1938, 9 -10= 2569/2470, 10- 11=- 2595/2462 BOT CHORD 3- 14=- 913/1157, 13- 14=- 1423/1652, 12- 13=- 1423/1652, 11 -12= 2329/2483 WEBS 5-14 =- 280/403, 7- 14=- 806/899, 7- 12=- 382/520,9 -12 =- 580/743,6 -14= 599/640 NOTES (12 -15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.0psf; h =18ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 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 -2002. \ , 1 ` l 1 1 I 1 / / / / 4) Gable studs spaced at 1-4 -0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. " \\ s S S. K ///// 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0 -0 wide will \� • • • • • • • • • , fit between the bottom chord and any other members. �\CENSE • • ∎< '- 7) All bearings are assumed to be SYP No.2 . - 8) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity` • * of bearing surface. O 34 _ 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =Ib) 1=1T/, —_ 11= 682,2 =1129. _ • 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 1 1 1 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ' • • 4 12) This manufactured product is designed as an individual building component. The suitability and use of this component for any T ••• STATE OF .` particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. • F • � � • 13) For special connections with reactions or uplifts Tess than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) , t OR1D P'. • • • 14) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 334 / / s S ' / N A� - \ \\ LOAD CASE(S) Standard / "01111 \ December 1,2011 • A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. Design valid tar use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Bay a oas 9 Coastal Blvd. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibillity of the 110 110 Boynton, o, s l Bay erector. Additional permanent bracing of the overal structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/Tell Qualify aikido. DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Oty Ply 15104861 393544 T19 Special Truss 1 1 Job Reference (optional) Builders FlrstSource, Jacksonville, Fl 32244 7250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 13:40:49 2011 Page 1 ID: BnKyaP91TTco9s1xsPyVzsyEN2p ohwrrt3eYupDzAX 34u9BYbNCo6bPxEStiAVLOyDJiY 1 5 41 1 10 1 13-0 -0 I 19th -9 I 25-5-3 1 32-0-0 1 5-11 -8 4-0-9 3 - 5 -10-10 5 -10-10 6-8-13 Scale = 1:54.0 4x5 3 1:' 3x4 8.00 12 3x4 VIIIWNIP■■■■ . 8 3x8 -i 4 5 3.50 [12_ ...�•� 2x4 .% '\..' B3 7 7 Ii K' 5x8 i 13 9 8 im 11 10 4x5 = 12 3x4 = 3x4 = 8x8 = 3x8 = 13-8 -0 22 -5 -14 32 -0-0 1 13-8 -0 I 8 -9-14 1 9-6-2 Plate Offsets (X,Y): f 1:0- 6- 10,Edgej, - 11,0 - - LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) 0.69 1 -11 >549 240 MT20 244/190 TCDL 7.0 Lumber increase 1.25 BC 0.61 Vert(TL) -0.85 1 -11 >444 180 BCLL 0.0 * Rep Stress Incr YES WB 0.61 Horz(TL) 0.09 7 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 208 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4 -15 oc purlins. BOT CHORD 2 X 4 SYP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-0 -12 oc bracing. B1: 2 X 8 SYP SS MiTek recommends that Stabilizers and required cross bracing WEBS 2 X 4 SYP No.3 be installed during truss erection, in accordance with Stabilizer OTHERS 2 X 8 SYP SS Installation guide. LBR SCAB 11 -12 2 X 8 SYP SS both sides REACTIONS (Ib /size) 7= 1009/0 -5 -8, 12= 1009/0 -5-8 Max Horz 12=- 234(LC 4) Max Uplift7 '- 472(LC 5), 12=- 262(LC 5) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 2931/2316, 2- 3=- 1777/1570, 3-441573/1401, 45 =- 2356/2158, 5-6 =- 2438/2145, 6- 7=- 2766/2495 BOT CHORD 1- 13=- 1721/2351, 11- 13=- 1721/2351, 10- 11=- 1698/2315, 9- 10=- 1666/2063, 8-9=- 1666/2063,7 -8 =- 2302/2604 WEBS 3-10=-986/1147, 4-10=-727/814, 4-8=-293/435, 6-8=-376/538, 2-11=-832/1205, 2 -10 =- 1151/966 NOTES (9-12) 1) Attached 10-0 -0 scab 11 to 12, both face(s) 2 X 8 SYP SS with 2 row(s) of 10d (0.131 "x3 ") nails spaced 9" o.c.except : starting at 4-11 -8 from end at joint 12, nail 2 row(s) at 7" o.c. for 2 -0-0. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.0psf; h =18ft; Cat. 11; Exp C; enclosed; MWFRS (low -rise) and C-C \ \\ ,011 I I ! / / / /// Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 \\" S S. {� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ■ • - • - - • • • • • .. 4.\/,,/ 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 will v\GENS ' • • . ■ ', fit between the bottom chord and any other members. \ � 6) All bearings are assumed to be SYP No.2 . • * - 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 7=47Z O 34869 12 =262. — 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. — 9) This manufactured product is designed as an individual building component. The suitability and use of this component for any part 0 ' 1 L building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. d 10) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) T STATE OF 11) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 334 F P . • • i - COR ,. LOAD CASE(S) Standard // d'S' , N A�- S \ / ///Iilltl\\ December 1,2011 I I a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AM-7473 BEFORE USE. Design valid for use only with Miek connectors. This design is based only upon parameters shown, and is for an individual building component. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown )) 09 Coastal Bay Blvd. is far lateral support of individual web members only. Additional temporary bracing to insure stability during constriction is the responsibility of the 110 C o, FL l Bay erector. Additional permanent bracing of the overal structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Dually Cdteda, DS/ -89 and ICSI1 building Component Stalely Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty P ry 15104663 393544 T21 Special Truss 1 1 Job Reference (optional) Builders FkatSource, Jacksonville, Fl 32244 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 13:40:51 2011 Page 1 ID: BnKyaP917Tco9s1 xsPyVzsyEN2p- 132XVIgpPQTh PrGN BVwdGzhiXcnnitrilKOfcPvyDJ' 5-4 -1 I 10-4-10 I 1 1 13 - 1 19 - 25-5 -3 32- I I 5 .0 - 9 3 5 - 10 - 10 5 6 Scale = 1:58.6 4x5 ; 8.00 12 4 5 3x4 ill 4x5 = 3x4 2x4 11 3.50 1.1 2 3x5 = 6 1 \ 2x4 "..% IV' ....e '.71%,, . 4_ _ 8 9 en Illilll fa 13 12 11 10 4x5 = 3x5 = 3x4 = 6x8 = 3x4 = 3x8 = 10 -4-10 13 -8 -0 1 22 -5 -14 1 32 -0-0 10-4-10 3 -3-6 8 -9-14 � - 2 Plate Offsets (X,Y): [4:0 -2- 11,0 -2 -01 LOADING (psf) SPACING 2 - 0 - 0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) 0.37 9-11 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.56 12 -13 >674 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.61 Horz(TL) 0.11 8 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 160 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -5-1 oc purlins, except BOT CHORD 2 X4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 3 -11 -12 oc bracing. WEBS 1 Row at midpt 2 -13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 13= 1012/0 -5-8, 8= 1012/0 -5-8 Max Horz 13=- 229(LC 4) Max Upliftl3=- 487(LC 4), 8=- 473(LC 5) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 2159/1971, 3-4=-1772/1676, 4 -5 =- 1581/1504, 5-6 =- 2366/2253, 6-7 =- 2448/2240, 7-8 =- 2776/2588 BOT CHORD 12-13=-1029/1367, 11 -12 =- 1721/2179, 10- 11=- 1760/2071, 9-10 =- 1760/2071, 8 -9 =- 2391/2613 WEBS 2 -13 =- 1582/1526, 2-12=-805/951, 3-12=-451/508, 3-11=-1018/920, 4-11=-1057/1140, 5 -11 =- 728/808, 5- 9=- 288/442, 7-9=-376/535 NOTES (9 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.0psf; h =18ft; Cat. 11; Exp C; enclosed; MWFRS (low -rise) and C-C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 \\ \ , `1 1 1 1 1 1 / / ///// 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. \\\ S `.. r \• / ' /. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will \. • ' ' fit between the bottom chord and any other members. \ •\GENSF ' �� 6) All bearings are assumed to be SYP No.2 . 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 13 =447, o 34869 8=473. — r 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. — • — 9) This manufactured product is designed as an individual building component. The suitability and use of this component for any particula • • - building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. • 4 - 10) For special connections with reactions or uplifts Tess than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) '. 11) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 334 ill: '. STATE OF • " tO RVDP .•' • LOAD CASE(S) Standard / S (1 • ' •. F _ \\.■ Decembe 1,2011 • © WARNING - Verify jy design parameters and READ NOTES ON THIS AND INCLUDED HITEK REFERENCE PAGE AIIr -7473 BEFORE USE. Design vatid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Blvd. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 1 110109 Boynton, C C oasstal l Bay Bay erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage. delivery, erection and bracing, consult ANSI/TPi1 Quality Glade, DS11-89 and 6CSI1 Bolding Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. Job Truss Truss Type (AY PIy 15104665 • 393544 T23 special Truss 1 1 Job Reference (optional) Builders FlnstSourca, Jacksonville, Fl 32244 7250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 13:40:53 2011 Page 1 ID: BnKyaP91TTco9slxsPyVzsyEN2p hS9twQi 1 6-7-11 1 17-10-8 13-8 -9 19-6 -9 1 75-5 -3 1 37-0 -0 1 6-7-0 6-3-8 0-9-8 5-10-10 5 -10-10 6-6-13 Scale = 1:56.6 8.00 12 4 2x4 I I 4x5 = 3x6 = 4 1 2 = h° 3x4 �; 3x4 5 3.50 112 6 ,n q 2x4 / o W , 7 N , C3 c 6 v 12 t1 10 9 F- g 3 4x5 — 3x4 = 3x4 = 2x6 11 5x8 = 3x8 = 1 6-7 -0 1 13-8-0 22 -5 -14 1 32 -0 -0 1 6 - 7 -0 7 -1 -0 8 -9-14 9-6-2 Plate Offsets (X,Y): t4:0 -3- 11,0 -2 -01 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) 0.34 9 -11 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.45 8 -9 >846 180 BCLL 0.0 * Rep Stress Incr YES WB 0.67 Horz(TL) 0.09 8 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 170 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -5-1 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 4-0-1 oc bracing. WEBS 1 Row at midpt 1 -12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 13= 1012/0 -5 -8, 8= 1012/0 -5-8 Max Horz 13=- 246(LC 7) Max Upliftl3=- 579(LC 4), 8= -463(LC 5) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1- 13=- 981/959, 1- 2=- 1109/1050, 2-3=-1109/1050, 3-4=- 1693/1648, 4 -5 =- 1587/1474, 5-6 =- 2363/2224,6 -7 =- 2446/2211,7 -8 =- 2775/2561 BOT CHORD 12- 13= 0/367, 11 -12 =- 1148/1574, 10 -11 =- 1728/2070, 9-10 =- 1728/2070, 8- 9=- 2365/2613 WEBS 1 -12 =- 1304/1376, 2- 12= -404/467, 3-12=-591/609, 3- 11=- 666/646, 4 -11 =- 1030/1118, 5-11 =- 716/803, 5 -9 =- 294/431, 7 -9 =- 379/538 NOTES (9 -12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 120mph (3- second gust); TCDL= 4.2psf, BCDL= 3.Opsf; h =18ft; Cat. 11; Exp C; enclosed; MWFRS (low -rise) and C -C Exterior(2) zone ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. \ 0.\.\.1.1.1 I l / / / / / 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 \\\ S S ( , / // / � fit between the bottom chord and any other members. �\ E N `� 6) All bearings are assumed to be SYP No.2 . �.`C SF ' •, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =tb) 13 =574 8= 463. 0 3 4869 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. • 9) This manufactured product is designed as an individual building component. The suitability and use of this component for any partionl= • d = building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) ; • 1 1) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 3343 • , 4\ •, STATE OF • LOAD CASE(S) Standard •'•. FLORID?'.•' 0 • / / SioNA� • � \� ///fllittl December 1,2011 — 1 _ i A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M I -7473 BEFORE USE. Design valid to use only with Maek connectors. This design is based only upon parameters shown. and is for an individual building component. JVIiVS Lee Applicability of design poamenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 1109 fl Bay Blvd. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility 10 Coastal lity of the 110 11 C o, s l Bay erector. Additional permanent bracing of the overafl structure u the responsibility of the building designer. For general guidance regarding fabrication, quality control, stooge, delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria. 131-139 and SCSI1 lidding Component Safely Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. Job Truss Truss Type Qty P ry 15104687 593544 T25 Special Truss 1 1 Job Reference (optional) Builders FkstSouree, Jacksonville, Fl 32244 7.250 5 Aug 25 2011 MITek Industries, Inc. Thu Dec 01 13:40:54 2011 Page 1 ID: BnKyaP91TTco9slxsPyVzsyEN2p- 9ejg7mihiLrGGl7ysdUKubJDjppi49GB1zuG0EyDJ t 1 4-7-0 1 P-1O -8 I 13-8-0 1 19-6-9 I 25 -5-3 1 32 -0M 1 47-0 4-3-8 4 -9-8 5-10-10 5 -10 -10 6 -6-13 Scale = 1:58.6 4x6 8.00 12 4 3x4 3x4 5 3.50 112 6 3x8 = 2x4 II 4x5 = �� 1 2�.. 2 74 / '', I g I I ri PP >f irk 8 s ., ' 4111114\4111111111.1111.1-- .. 12 { �e N -' 9 d 13 11 10 3x4 = 3x4 = 4x5 = 2x6 11 5x8 = 5x8 = 1 4-7 -0 1 13-8 -0 1 22 -5-14 1 32-0 -0 1 47-0 9-1 -0 8 -9-14 9-6-2 Plate Offsets (X,Y): [4:0- 3- 11,0 -2 -0] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Udefl lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) 0.42 9 -11 >903 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.49 8 -9 >777 180 BCLL 0.0 * Rep Stress lncr YES WB 0.81 Horz(TL) 0.12 8 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 155 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -5-1 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 3 -11 -9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 13= 1012/0 -5-8, 8= 1012/0 -5-8 Max Horz 13=- 231(LC 4) Max Uplift13=- 437(LC 6), 8=- 478(LC 5) FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 1 -13 =- 991/907, 1- 2=- 1759/1565, 2- 3=- 1759/1565, 3-4=- 1808/1658, 4 -5 =- 1589/1514, 5-6=-2362/2266, 6-7=-2445/2253, 7-8=-2774/2602 BOT CHORD 11 -12 =- 2418/2835,10 -11 =- 1768 / 2072 ,9 -10 =- 1768/2072,8 -9 =- 2404/2611 WEBS 1- 12=- 1722/1942,2 -12 =- 253/289,3 -12 =- 1215/1196,3 -11= 1521/1484,4 -11 =- 1003/1108, 5-11 =- 722/805,5 -9 =- 295/419,7 -9= 377/536 NOTES (9-12) 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.0psf; h =18ft; Cat. 11; Exp C; enclosed; MWFRS (low -rise) and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) 5)* This truss has been been designed for a 10.0 sf bottom chord live load nonconcunt with for a li�vePoad of 20.Opsf on the bottom chord m all areas n where a 3-6-0 tall by 2 -0 -0 wide will �� \ 1 ` S I I S + ! / / � / / /7 fit between the bottom chord and any other members. \� , , _ K / �/� 6) All bearings are assumed to be SYP No.2 . �\ • '' ' ' • ,`� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 13 =437* � �\CEN$� .. ,[� 8=478. ' 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. — O 34869 / . -- 9) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. _ P • y ; a _ 1 0) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) _ • r/` 11) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 • . LOAD CASE(S) Standard .k1 •, STATE OF ._ , s ' •' P- ••c' " ONA1- � �� 1 011111 0 ' December 1,2011 © WARNING Verily design parameter and READ NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGE 1NII7473 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. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is to 1 109 Coastal Bay Blvd. lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 11 Boynton, C s l Bay erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPI1 Qualty Crfeda, DSI -89 and BCSI1 Building Component Safety Information available from Tens Plate Institute, 583 D'Onotrio Drive. Madison, WI 53719. r '9 y • � CO N > D ' D 0 0 D .. ,o % • I I 7v m m po Ali mr- 3 �rt A s 1114 0 to r cr ' m5: �� c� � N z z N 0aa oCO t,,oa 7 FP H7 =:0o 5 O --t ; 0 0 N3 m"O o._ Q DQO0 > a�0Ong(=7Df�D 3nu Q p �_� C0 3 CH al aA °--°3 G Q 0 3 anti. � ° Q n C Q n 0 0 3- ` a < 0 '� 0 x C� 3 ,i, CD 0 D NN Q a= a y H 3� a o ag O ON Z� oQ0 .'� 3 p SN� 0 , 3 N NQ ° � 0 p a0 ( D Q y ° m a coa -. c 0 3 � 0 o x 037 0 n °3 0• - 3 H 5m Z � �o� � o �n -'6' z o `° ov 0 3 CT CI -a ��o °� �o 0 0 3 oa0 y 0 0 3 ° ao-3•o Hm mn - Q 0 > 7 ma-°n 3 3Q o 0 o 0 0 ° � 2 - ° m ho O 3 0 � ; o� al 1.. 0- Z N° 7 n N N _ • CD p__ 00 N 0<0 Q O O 0 0 00 a > o N Q N 5p NN. 0O CD 0 y. 0 t s ) O O O� X (Q -+ 2 C 0 C 3 N 0 00 • C D• a 0 a Q 2 N < to 0 0,z N n xv c= -1>'- TOP CHORD W —4 p Rl a w O r r im C-1 co ® - Z • Q � � , 4) C') c') �H �vD y C A Z ', 0 0 rZ = S m n • O � • N m �i, p n MD m0 Cr 3 .J cn `0in0`� p 7o � cZ O V O n r _ s r_ H a p n MI I (D Q or x � D A w mr y m m o H CO en H 74 m < 7 om 2 rl 1 11 41 &7 3 PA 0, Q m 7 _,,, o TOP CHORD a P • :O 0, V o U A c. 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Q O N o o m g 7 t o j g •0 m 3 3� 0 Q 7,1 � 5-< m 6 tg o Cl- 0 a) v 7 T.,-94 7- o < m N 3 �� e H m 7 m s m o 0 5. >> m m m 3 m 0 2 2 7 0 ° m 3 7 a n rt 3 • n fQ O a . ° ° -° y �, x 0 a - m o n ° 7 O ^ n g. _ D. a o= 0 07- = a m» ° o° - 'x Xc m m 'm° m n = � o ° - (D O V, o N N U 42 •23 - 6 o N ° 9 '3 a s °= m 3 m 3- m N N U ra. � C m 'p ( '" v, 0 TI C f • v ? : c ' m o ° — O a a 0 m °- o co 3 - 3 - cam ° o .z ° u n o 0 0 r o z m' 3 - m m' o N- o ° a a o° 3 Q g O 1118 S < mo 7 a fp" .00 5o a -'? 7 O ' > foam Mg-. 0 7 Qn 7N - O 0 a' 7 .- mla av C — .7. _- 2 0. 0 7. : C 0 D a 7 7m m •tll D rya m Q ° 0 ; ' m , 2 ° « S O m 0 Q' 3 j ° 0 2 °- A a ° 0 n m U C H 7 a 0 „, >• 6 < � C N O? a 0 D: (1) 7 T m ° n - a m n' ` S 0 ° U ° m o 7 m f0 0 0 G o y (D o _ `,, a0 o 0 39 a6c ° r 3 m - ' .:T =t ?m a= N0 ° Pa m c c 3 0 0o mo 0 -05. o mno 0s .3 Q =. von „ 3 .„ � 7 ao , o' ta -.n O 0 q mm fo n 3 m n.o �a m a•o man ma 0° • a= v > ¢ °ca c- $ m o Q O Q CD S y p m H U S 'D 7 7 a g O � N 0 E , . m z 0 o N O ; a 3 m o ' 2 q m ? o $ „a- a roa o . N 0d m 7- "n2 0 o 7 a °°- c° K N 2 j a n f0 0 C3 n - - „ N 7• 1 8 N 9 . O 7 7 ,' m 4 ° V Z ■ 6 - 0 ° ° O J ; a 0 N C\/ a 8 (77 j ca H m a m Q m ° c 3 D � . U0 8: 0 7 0 _ O a .- ? 6 ° m N a 3 w m '°F 0 o T T 7 ° a � m � � a o ° • � ' s � 2 a 3sm � fD ,.V} g. p 0 n 27 0 O 3 2 m 0 H n" . 0 3 a m 0 � • 7 5 3• _ 4414 S ma U N l a S m n ° 7 H m m o m m a 0 m° y go ° °• "a 0 0 7 0 . 3 1 N l N T� 3 0 m < Pi a N A August 10, 2010 T -BRACE / I -BRACE DETAIL WITH 2X BRACE ONLY ST - T -BRACE 2 i u i101 MiTek Industries, Chesterfield, MO Page 1 of 1 „IL Note: T- Bracing / I- Bracing to be used when continuous lateral bracing is impractical. T -Brace / I -Brace must cover 90% of web length. - El Note: This detail NOT to be used to convert T -Brace / I -Brace webs to continuous lateral braced webs. MiTek Industries, Inc. Nailing Pattern Brace Size T -Brace size Nail Size Nail Spacing for One -Ply Truss 2x4 or 2x6 or 2x8 10d 6" o.c. Specified Continuous Rows of Lateral Bracing Note: Nail along entire length of T -Brace / I -Brace Web Size 1 2 (On Two Ply's Nail to Both Plies) 2x3 or 2x4 2x4 T -Brace 2x4 I -Brace 2x6 2x6 T -Brace 2x6 I-Brace 2x8 2x8 T -Brace 2x8 I -Brace - Nails \ Brace Size for Two -Ply Truss , \ \\ Specified Continuous `` Rows of Lateral Bracing SPACING Web Size 1 2 \• 2x3 or 2x4 2x4 T -Brace 2x4 I -Brace \ \ k 2x6 2x6 T -Brace WEB 2x6 I -Brace 2x8 2x8 T -Brace ,, `•, :� ,, 2x8 f -Brace k -1\ T -Brace / I -Brace must be same species j and grade (or better) as web member. \ / T -BRACE \ _.------- ,---------- / � ` \\\ J� \v � C ENS F . • `A // • Nails Section Detail * N i f 34869 �, T -Brace �� 6/22 / 11 w = STATE OF Web F CORIOP (9\:` Nails / / / /O \\\ 1109 COASTAL BAY PWATI Web a I -Brace BOYNTON BC, FL 33435 EMI Nails JANUARY 1, 2009 LATERAL TOE -NAIL DETAIL ST-TOENAIL SP MiTek Industries, Chesterfield, MO Page 1 of 1 111/10D NOTES: 1. TOE-NAILS SHALL BE DRIVEN AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND i 1, EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. �\ n �_ D 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH I y AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MiTek Industries, Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. THIS DETAIL APPLICABLE TO THE TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb /nail) THREE END DETAILS SHOWN BELOW DIAM. SYP DF HF SPF SPF -S 0 .131 88.0 80.6 69.9 68.4 59.7 p .135 93.5 85.6 74.2 72.6 63.4 VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY ; .162 108.8 99.6 86.4 84.5 73.8 ri 2 .128 74.2 67.9 58.9 57.6 50.3 .131 75.9 69.5 60.3 59.0 51.1 SIDE VIEW <w .148 81.4 74.5 64.6 63.2 52.5 3 NAILS M \ / I NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE -NAIL. i NEAR SIDE APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. \ \� I NEAR SIDE EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5 ") WITH SPF SPECIES BOTTOM CHORD For Toad duration increase of 1.15: 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.5 lb Maximum Capacity \-'- \ -___ 1` _ ' \ ANGLE MAY ' ANGLE MAY \ ANGLE MAY \ VARY FROM VARY FROM 1 VARY FROM \ 30 ° TO 60° 30 °TO 60° \ 30 °TO 60° i - 45.00° 1 45.00° 7' '' - 45.00° 7/ _ 2 I \\1 1111111 1 ,, .). . oCENsF . F' !,. * ' N 34869 ' • 7- TJ 1 / .,1 CC _ � W_ ' STATE 6/22/11 OF .• .�� 'i ••.FC ORION • U' / / / � O N I A1 . 1 \ \ \ \ \ 1109 COASTAL BAY BOYNTON BC,FL 33435 STANDARD PIGGYBACK ST - PIGGY JANUARY 20, 2011 TRUSS CONNECTION DETAIL MiTek Industries; Chesterfield, M• I II I qi() MAXIMUM WIND SPEED = REFER TO NOTES D AND OR E LE MAX MEAN ROOF HEIGHT = 30 FEET MAX TRUSS SPACING = 24 " O.C. CATEGORY II BUILDING , ■ EXPOSURE B or C ASCE 7 -02, ASCE 7 -05 DU .,.....,.,...., OF AD IN : 1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES MiTek Industries, Inc. TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER /DESIGNER ARE REQUIRED. A - PIGGBACK TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN E —\ WITH (2) 0.131" X 3.5" TOE NAILED. i B - BASE TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. C - PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24" O.C. A \ UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH (2) 0.131" X 3.5" NAILS EACH. D - 2 X X 4' -0" SCAB, SIZE AND GRADE TO MATCH TOP CHORD OF PIGGYBACK TRUSS, ATTACHED TO ONE FACE, CENTERED ON INTERSECTION, WITH (2) ROWS OF 0.131' X 3" NAILS @ 4" O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. IN BOTH • � — ® \� DIRECTIONS AND " 1. WIND SPEED OF 90 MPH OR LESS FOR ANY PIGGYBACK SPAN, OR 1 � ®ii�1.* 1111114 2. WIND SPEED OF 91 MPH TO 140 MPH WITH A MAXIMUM ow ►' PIGGYBACK SPAN OF 12 ft. /‘ E - FOR WIND SPEEDS BETWEEN 101 AND 140 MPH, ATTACH MITEK 3X8 20 GA Nail -On PLATES TO EACH FACE OF TRUSSES AT ` l C 72" O.C. W/ (4) 0.131" X 1.5" PER MEMBER. STAGGER NAILS FROM OPPOSING FACES. ENSURE 0.5" EDGE DISTANCE. (MIN. 2 PAIRS OF PLATES REQ. REGARDLESS OF SPAN) `` . —.. B 1 D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: " o`� l it, I,„ 1 (I \. 1 LO1� \ REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail -On �) . I PLATES AS SHOWN, AND INSTALL PURLINS TO BOTTOM EDGE OF BASE �� I�',� ,_ TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASES `I Ni, TRUSS MITEK DESIGN DRAWING. f f ! SCAB CONNECTION PER — 11rV' �4� �� 'i NOTE D ABOVE �� 1i �� -� � E . / / ∎ kt\Ii1 This sheet is provided as a Piggyback connection FOR ALL WIND SPEEDS, ATTACH MITEK 3X6 20 GA Nail -On PLATES TO detail only. Building Designer is responsible for all \� � \ EACH FACE OF TRUSSES AT 48" O.C. W/ (4) 0.131" X 1.5" PER MEMBER. permanent bracing per standard engineering practices or \ STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5" EDGE DISTANCE. refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. \ ` w 1 11 1 1 1 11 VERTICAL WEB TO FOR LARGE CONCENTRATED LOADS APPLIED �� \ 5 . `S /// EXTEND THROUGH TO CAP TRUSS REQUIRING A VERTICAL WEB: , J • �- .. \LENS F •■• <� � BOTTOM CHORD � ,, � . OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS _� MUST MATCH IN SIZE, GRADE, AND MUST LINE UP — * ' Ni 34869 • / AS SHOWN IN DETAIL. - II 2) ATTACH 2 x x 4' -0" SCAB TO EACH FACE OF ` TRUSS ASSEMBLY WITH 2 ROWS OF 10d (0.131" X 3 ") NAILS — -0 , t . ' SPACED 4" O.C. FROM EACH FACE. (SIZE AND G TO MATCH • A , • • i(J VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) - O • 6/22/11 : U .:-..- ' l (MINIMUM 2X4) STATE OF .� 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM ■ 4 CONCENTRATED LOAD OF 4000 LBS ( @1.15). REVIEW i /� s F ORIDP. •' �� • __ a BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS � " GREATER THAN 4000 LBS. /// � O N Ai- � �/ "01111 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, / , , %\ Op NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. 1 \ 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH 1109 COASTAL BAY THE PIGGYBACK AND THE BASE TRUSS DESIGN. BOYNTON BC , FL 33435 JANUARY 1, 2009 Standard Gable End Detail ST -GE140 -001 '� I MiTek Industries, Chesterfield, MO 11/1100 Typical _x4 L -Brace Nailed To 2x_ Verticals W /10d Nails, 6" o.c. Vertical Stud ,, Vertical Stud (4) - 16d Common DIAGONAL \FA Wire Nails , ` BRACE 16d Common MiTek Industries, Inc. SECTION B -B IIIL, W ir e Na ils DIAGONAL BRACE / � Spaced 6 " o.c. a' -0" O.C. MAX (2 ) - 1 C om mon �� - _2x6 Stud or Wire Nails into 2x En 2x4 No.2 of better TRUSS GEOMETRY AND CONDITIONS , M _ \ �' SHOWN ARE FOR ILLUSTRATION ONLY. Nypeal Ho 2 x Verticals /� 12 SECTION A - w/(4) -10d Common Nails A �* 11111; � \] Varies to Common Truss 2xa s tu d Ai��i�i�� i�� iil /. A' SEE INDIVIDUAL MITEK ENGINEERING PROVIE 2x4 BLOCKING BETWEEN THE FIRST 1 111 ' � " ° "" 1 " �� DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING \ TO TRUSSES WITH (2) - 10d NAILS AT EACH END. \ ATTACH DIAGONAL BRACE TO BLOCKING WITH \ (5) - 10d COMMON W IRE NAILS. 1111 ,3x4 = �%ati�+ ': B � (4) - 8d NAILS MINIMUM, PLYWOOD // / //% / / / % / / /// //////////. - - SHEATHING TO 2x4 STD SPF BLOCK * - Diagonal Bracing * * - L- Bracing Refer Refer to Section A -A to Section B -B 24" Max Roof Sheathin• NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. ��IIIIII. 111111Miniri i _VI':' 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND 1' - � WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. (2) - 1 0' + �� 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. Max. / i (2) - 10d NAILS ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT /, BRACING OF ROOF SYSTEM. / 11 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB .� OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF ' TrUS' -s @ 24" O.C. DIAPHRAM AT 4' -0" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A / ' / 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL I Iim,. BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. A / ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. / Z x6 DIAGONAL BRACE SPACED 48" O.C. \ (REFER TO SECTION A -A) Diag. Brace / ATTACHED TO VERTICAL WITH (4) -16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. at 1/3 point \ COMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. if needed --1... I -_, 1 TO BLOCKING WITH (5) - 10d COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. \ End Wall \ HORIZONTAL BRACE \ ; , (SEE SECTION A -A) 2 DIAGONAL \ \\ 1 1 11 I I I/ // Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT \\ /i Stud Size Spacing Brace L - Brace L - Brace BRACE 1/3 POINTS \\\\ ��vs `S•k ,�i ii Secies and Grade Maximum Stud Length J •• ' • �IGENgF •. � S`' 2x4 SPF Std /Stud 12" O.C. 3 -10 -1 3 -11 -7 5 -7 -2 7 -8 -2 11 -6 -4 = * ' N �- 34869 • 2x4 SPF Std /Stud 16" O.C. 3 -3 -14 3 -5 -1 4 -10 -2 6 -7 -13 9 -11 -11 2x4 SPF Std /Stud 24" O.C. 2 -8 -9 2 -9 -8 3 -11 -7 5 -5 -2 8 -1 -12 — I I s fj � • 73 . • LU G / Diagonal braces over 6' -3" require a 2x4 T -Brace attached to � STATE OF = • � one edge. Diagonal braces over 12' -6" require 2x4 I- braces . ■ ■ attached to both edges. Fasten T and I braces to narrow edge %� S • . F�ORIDP. -• k2 �� of web with 10d common wire nails 8in o.c., with 3in minimum end distance. Brace must cover 90% of diagonal length. i I �77i /��NIAL,1�� IMAxIMM W D PFF = 140 MPN I 110 9 COASTAL BAY MAX MEAN ROOF HEIGHT = 30 FEET BOYNTON 30, FL 33435 CATEGORY II BUILDING EXPOSURE B or C 6/22/11 ASCE 7-98, ASCE 7 -02, ASCE 7 -05 STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE : 1.60 CONNECTION OF BRACING IS BASED ON MW FRS. ■ BULLETIN ....k eVe April 2010 Bulletin TB -300 by Weyerhaeuser Table 1, 2A, 2B General Notes • Connections are based on NDS 2005 or manufacturer's code report. • All plies must be the same material and grade. • Values are for 100% duration of load. Increase 15% for snow load or 25% for non -snow roof load conditions, where code allows. • Rotational effects should be considered for 7" wide beams loaded from one side only. • Capacities shown for face mount hanger conditions are based on 16d common (0.162" x 3W) nails installed in the hanger. Other nails used for face mount hanger installations invalidate the capacities in these tables. • Verify adequacy of beam with all loads applied by using iLevel software or other methods. • See the iLevel Trus Joist Beams, Headers, and Columns Specifier's Guide ( #TJ -9000) for required connections for uniform side loads. Bolt or Wood Screw Connection Details • 1 1Z bolts - 9 /16" o maximum holes • 3 /4 " bolts - 13 /16" o maximum holes T °: • Lead holes not required for wood screws t t -Conc. Load Conc. Load co co ° Conc. Load Conc. Load 6 14 00 11, N � N V \ EQ..( EQ. \ \ 2' Max \ (typ) 2 Fastener 4 Fastener 6 Fastener 8 Fastener Pattern Pattern Pattern Pattern Min. Beam Depth: Min. Beam Depth: Min. Beam Depth: d = 7'/ <" for' //" 0 bolts d = 9'/" for 4 /2" o bolts d = 11W for 1 /2" 0 bolts d = 9'h" for' /." o bolts d = 14" for 3 /4" o bolts d = 16" for %" o bolts Conc. Load Nailed Connection Detail c .�� > * STAGGER NAILS TO PREVENT SPLITTING . 'aSeiau.. ...., >... a . .............,_..... ...k .. achp _..w o„a v .., n.r.....,._ wm. 1W. 1111 9" 1 1 (0.148" x 3 ( ") Typ L1 ( +/ -1 Ii 6 Nail Pattern 12 Nail Pattem 18 Nail Pattem Page 4 of 8 24 Nail Pattem I CONTACT US • 1.888.iLevel8 (1.888.453.83581 • www.iLevel.com A Weyerhaeuser, 'Level, Microllam, Parallam, TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR. 0 2010 Weyerhaeuser NR Company. All nghts reserved. eve TECHNICAL BULLETIN March 2010 by Weyerhaeuser Bulletin TB -300 Connection Design Example Given the floor framing shown below, specify the necessary connections for the a 3 -ply Mi LVL beam supporting a 2 -ply Microllam LVL beam on one side and floor joists from the other side. The floor joists apply a 500 pif load to the side of the beam while the 2 -ply beam reaction is 5,000 lbs. See the following page for the solution. 7 , �,V r , ,, 0,, Brg. (Typ.) 1 • r v r i 1 r • k :: 1 Additional 3 -1% x 14" Microllam LVL Beam, Flush � i Connection i. Required for £ r Concentrated Face Mount Hanger with 5,000 Ibs Reaction b Load yr fcN \ 21% "x14 ' Micro LVL 14" Floor Joists @ 24" o.c., Typ. gl; Beam, Flush 0 k < 4 . 0" >I 15' -0" > Partial Framing Plan Page 6 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) • www.iLevel.com , Weyerhaeuser, ilevel, Microllam, Parallam, TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR. 0 2010 Weyerhaeuser NR Company. All rights reserved. ■ k ihirlirrrinl "1 1 01 1 1 1 c-rtKi • Forte MEMBER REPORT Level, Floor: Flush Beam ) software fOlEdEtift. /0 ' e1 ' MidiflabnO„INW' PAS � ... ,r OveraE Length: 15' a _ 0 15' 1_ All Dimensions are Horizontal; Drawing is Conceptual 9(gR 1 ;z ,... . AGtttal ti *0 A(ldwed Result' k.-Dr System : Floor Member Reaction (lbs) 7595 2" 7809 Passed (97%) - - Member Type : Flush Beam Shear (lbs) 6837 i 1' 5 1/2" 13965 Passed (49%) 1.0 Building Use : Residential Moment (Ft-lbs) 25215 • 4' 11 7/8" 36387 Passed (69 %) 1.0 Building Code : IBC Live Load Defl- (in) 0.356 t o T 1 13/16" 0.489 Passed (L/494) Design Methodology : ASD Total Load Defl. (in) 0.456 ttQ 7' 1 7/8" 0.733 Passed (L/386) - • Deflection criteria: LL (U360) and TL (L/240). • Design results assume a fully braced condition where all compression edges (top and bottom) are properly braced to provide lateral stability. • Bracing (Lu): All compression edges (top and bottom) must be braced 5113' 15/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability {� ` {�,,,,. SupportReaettons 4lbs) A{•i �� 13ettrlrrg'' Bel1f#401 11i,P0oring Deed Floor I R 0no �: 1 - Stud wall - Spruce Pine Fir 3.50" 3.50" 3.40" 1641 / 5955 / 0 / 0 Blocking 2 - Stud wail - Spruce Pine Fir 3.50" 3.50" 2.33" 1164 / 4045 10 / 0 Blocking - Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. l rr Loads : ; locad«i bead Femur Ellett Roof Live Snow , Comments Q' Wklth . goo) 0.00j' : ;',tflon'Sr ow" 1.25i ' (1.15)' " 1 - Undorm(PSF) 0 to 15' 1' 100.0 400.0 0.0 0.0 10' Floor 2 - Point(lb) 4' N/A 1000 4000 0 0 Ltitit�tt Ana sis Shear (ills) Moment (Ft ' lbs) Cr�ttrneists Assual,l'Ttllpvra i r LDF `/ lowed t LOF 1 - 3' 6035 = / 13965 / 1.0 19186 / 36387 / 1.0 BOLTS LEFT OF HANGER 2 - 5' 39 1 12569 / 0.9 25215 / 36387 / 1.0 BOLTS RIGHT OF HANGER Forte's Software Operator Job Notes 3 9:02 21 AM Forte v1 1, Design Eo line V4.8.0.1 Page 1 of 1 Page 8 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) • www.iLevel.com {Weyerhaeuser, :Level, Microllam, Parallam, TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR. © 2010 Weyerhaeuser NR Company. All rights reserved. • / 7 -01-08 r9 30 -10 -00 I o , o • 103 2 -09_00 eq b o V j j 1 T04(3i i %►� ICI 6J01 % ,I■II:'�'G d P. 105 4 o %_� %® 10 ts ii �� • 9' 'g i y 0 . ` 108 3 r =ii�� ,0 109 6 'EK 110 % 11 9 -11.111M • T11 I P01 1: 1113(7) 1 %iiiiiiiiiiiiiiiiiiiiioiiiii l 1 P02(0 o At 7 .b G_ i � IR .. 111111 i nn3 ring 1 1111 1 11 I I 4 1I II I ji I I q I I 11111 I I I I 1 N--- i 5EE 5HT A6 FOR FLOOR FRAMING 32 -00 -00 N MITEK PLATE APPROVAL #'s 21g7 , 2 - 21g7,4, WEYE F BEARING HEIGHT SCHEDULE a' 0-314° 10' 5-318" / 14' 4 -1586" ,.......... i i ° ° ` 1,5' 2-016" .!_ : N NOTES: 1.) REFER 10 HID 41 (RECOMMENDATIONS FOR HANDLING INSTALLATION AND TEMPORARY BRACING) REFER 10 ENGINEERED DRAWINGS FOR PERMANENT BRACING REQUIRED. 2.) ALL TRUSSES (INCLUDING TRUSSES UNDER VALLEY FRAMING) MUST BE COMPLETELY DECKED OR REFER TO DETAIL 0105 FOR ALTERNATE BRACING REQUIREMENTS. 3.) ALL VALLEYS ARE TO BE CONVENTIONALLY FRAMED 01 BUILDER. 4) ALL TRUSSES ARE DESIGNED FOR 2 O.c. MAXIMUM SPACING, UNLESS OTHERWISE NOTED. viii m.. ... ::::.:..........:: •:::.:.:. :...::::.:::.::::.:.acyiiiiivii •5.) ALL WALLS SHOWN ON PLACEMENT 0 ¢ PLAN ARE CONSIDERED TO BE LOAD BEARING. UNLESS OTHERWISE NOTED. 6) 5Y42 TRUSSES MUST BE INSTALLED =F:17_ WITH THE TOP BEING UP. 7.) BEAM/HEADER/LINTEL (HDR) 70 BE ill FURNISHED BY BUILDER. 1 1111111k.A1 oBuHders 4 F W o P, Jacksonville O PHONE: 404- 772 -6100 FAX: 404- 772 -1473 Tampa PHONE. 013 -621 -4631 FAX: 013- 620 -8456 pia r .; n F ree R ' ort I : Cm= S PHONE: 050- 835 -4541 FAX 650 -035 -6435 4, C./ � . BUILDER: . i t •$ li'i a i ': ONDREJIGKA �� LEGAL ADDCESS: - `.111r 1750 SELVA MARINA DRIVE �. - V Perhien: $ ONDREJIGKA RES. Rcr By: 28 - 00 - 00 1 e / e DATE DRAIXDY Or Mind hierence l: I I p PRODUCT N G 12/01/11 GED 393544 Q /\ U S E I\ J 16 16 3 0 r 10 15 In4 Level do0i.: Re 393544 A � n 00 o Y c 0 P ¢R L -P W N . C A W . . no ' N r n r et ,-- O O 00 7-1 - 1� . ,.•• U UF 4 9 FE 1 ! 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C © n ' 14 " . . • ~ • a net n rr �-1 C OD O a, v6i , O [D tli z g r a z z iv o r x 0 �` ch co g z O g, O A b .-3 0' a, coo g 1 as m ti7 w b 4 H 4 d � z CD OC n CD O' ° a" CD ._ rT -- - .., -� 4 u 1u 0-' ¢ h 0 , p O r cn il% ot � • CD CD 0O O CD r rri . -. .0 ^r CD z TI o d r Z. cn o a . Si N co n g 0 n .471 n 5 DJ :i. et, a ® CD o c6 Q' 0 CD A r � � r t2 i o r) et s cn °- a E . lv "- — o CD 0 0 co cn DO NOT WRITE BELOW OFFICE USE ONLY Applicable Codes: 2007 Florida Building Code w/ 2009 Revisions Review Result (circle one): Approved Disapproved Approved w/ Conditions Review Initials/Date: m /27-1/ -- Development Size 0 Habitable Space Non - Habitable 1214 S F Impervious area ,2 Radon/DCA/DBPR$ Miscellaneous Information Occupancy Group Pe s,o/Pa /fa / Type of Construction y /3 Number of Stories 2 Zoning District b S - I.- Max. Occupancy Load Fire Sprinklers Required Ni4 Flood Zone jr, e Conditions /Comments: 6or7 -/r odor c 4 d -tflv on tJe Sv rvey S, Pia n1 A.h.e r-c -Fh-c locai,o o -Mt_ Sr /I- s c,(.,p/) - t ' C 6 'atria led. 70 1 4 Y 1\ lo-e of �'a w- n 0 ✓1 S 1-@ /9/ Qn bP , pe r .ni i A . S / S' Sved, gip, /2 -7-/> Y 4 , Julius Lee RE: 393544 - 1109 Coastal Bay Blvd. Site Information: Boynton Beach, FL 33435 Project Customer: Ondrejicka Project Name: 393544 Model: Ondrejicka Res. Lot/Block: . Subdivision: . Address: 1750 Selva Marina Dr. City: Duval State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: Unknown at time of Seal License #: Unknown at time of Seal Address: Unknown at time of Seal City: Unknown at time of Seal State: Florida General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2007/TPI2002 Design Program: MiTek 20/20 7.3 Wind Code: ASCE 7 -05 Wind Speed: 120 mph Floor Load: N/A psf Roof Load: 32.0 psf This package includes 27 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. This document processed per section 16G15- 23.003 of the Florida Board of Professionals Rules In the event of changes from Builder or E.O.R. additional coversheets and drawings may accompany this coversheet. The latest approval dates supersede and replace the previous drawings. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 15104642 CJO1 12/1/011 18 15104659 T17 12/1/011 2 15104643 EJ01 12/1/011 19 115104660 T18 12/1/011 3 15104644 HJO1 12/1/011 20 1 15104661 T19 12/1/011 4 15104645 P01 12/1/011 21 115104662 T20 12/1/011 5 15104646 P02 12/1/011 22 1 15104663 T21 12/1/011 6 15104647 T03 12/1/011 23 15104664 T22 12/1 /011 7 15104648 T04 12/1/011 24 115104665 T23 12/1/011 8 15104649 T05 12/1/011 25 1 15104666 T24 12/1/011 9 15104650 T06 12/1 /011 26 115104667 T25 12/1 /011 10 15104651 T07 12/1/011 27 1 15104668 T26 12/1/011 11 15104652 T08 12/1/011 12 15104653 T09 12/1/011 13 15104654 T10 12/1/011 14 15104655 T11 12/1/011 15 15104656 T12 12/1/011 16 15104657 T13 12/1/011 17 15104658 T16 12/1/011 The truss drawing(s) referenced above have been prepared by MiTek \\\o c J / i l Industries, Inc. under my direct supervision based on the parameters \ S K �� , provided by Builders FirstSource (Jax). �' � • '' EN ..N < ' • Truss Design Engineer's Name: Julius Lee * ' �0 869 My license renewal date for the state of Florida is February 28, 2013. _ r rr // f _ NOTE: The seal on these drawings indicate acceptance of - . ` l�tA , of professional engineering responsibility solely for the truss _ STATE OF • .� • components shown. The suitability and use of this component '•. 0 ,N for any particular building is the responsibility of the building /, /O �G� �` designer, per ANSI/TPI -1 Chapter 2. /// / i ,111 %\D�cember 1,2011 1 of 1 Julius Lee Job Truss Truss Type city PIy 151 � 04842 - 393544 CJO1 JACK -OPEN TRUSS 2 1 s Job Reference (optional) Binders FlrstSource, Jacksonville, Fl 32244 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 13:40:27 2011 Page 1 ID:3Mvd1 Ry1 dwW1 iQ6dV6VYxZyDyQpSSbTSXN133R5X8RInSV ?IvhkJwkuF I 1-0-0 I 1-0-0 Scale = 1:9.8 3 8.00 12 2 ,� 0 . FA 5 ■I'ff: A 3x4 = 4 1 1- LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.02 Vert(LL) -0.00 1 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.00 Vert(TL) -0.00 1 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 5.0 Code FBC2007!TP12002 (Matrix) Weight: 4 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 1 -0-0 oc purlins. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1= 27/0 -5 -8, 2= 25/Mechanical, 5= 6/Mechanical Max Horz 1=65(LC 6) \ \ \ + \)I ) / / / /// Max UpIift2= -69(LC 6) ��\ S S• K / //� M Grav 1 =27(LC 1), 2 =25(LC 1), 5 =18(LC 2) •' < i o cENS F ''.. �, FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. * NOTES (8-11) O 34869 - 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf, BCDL= 3.0psf, h =18ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) gable erg -- zone and C -C Exterior(2) zone ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 — O. • 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. — 4 I 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 so • fit between the bottom chord and any other members. •(\ STATE OF 4) All bearings are assumed to be SYP No.2 . FL ORID • � ` 5) Refer to girder(s) for truss to truss connections. s ... , % • • ■ • 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 Ib uplift at joint 2. .\� \ 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. / / / / // / O N Ak- \ \. 8) This m a n u f a c t u r e d product is designed as an individual building component. The suitability and use of this component for any particular 110 I I I I1) • 1) \ building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 10) Truss Design Engineer. Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard December 1,2011 I t A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD - 7473 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. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not tans designer. (racing shown 1 109 Coastal Bay Blvd. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 8 the responsiblllity of the Boynton, FL 33435 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/11.11 Quality Cdteda, DSB -89 and BCSI1 Building Component Safety Inlormallon available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. • 41, Job 3b Truss Truss Type Qty Pry 3544 t I EJ01 JACK - PARTIAL TRUSS 3 1 15104643 Builders FlrstSource, Jacksonville, Fl 32244 Job Reference (optional) 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 13:4027 2011 Page 1 ID:3Mvd 1 Ry1 dwW 1 i Q 6d V 6 VYx ZyDyQp SSbTSXN133R5X8RInSWIvhjcwkFF7G DpHrKatyDJ, I I 2-6-6 I 2-6-8 Scale = 1:14.8 2 8.00 rl i 1 0 I d . III M 1110111.1111111 ,, 3 2x4 11 3x8 I I Plate Offsets (X,Y): 11:0-2-12,0-4-01 LOADING (psf) SPACING 2 - CSI DEFL in (loc) Vdefl lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.13 Vert(LL) -0.00 1 -3 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.00 1 -3 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight 10 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-8 oc purtins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEDGE Left: 2 X 6 SYP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1= 79/0 -5 -8, 2= 67/Mechanical, 3= 12/Mechanical Max Horz 1= 136(LC 6) Max Uplift 1 =13(LC 6), 2=- 129(LC 6) Max Gray 1 =79(LC 1), 2 =67(LC 1), 3 =37(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (8-11) 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =18ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 . 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 Ib uplift at joint 1 and 129 Ib uplift at joint 2. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. I t 8) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular \\ \ \ \ \ /// , building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. \�\� s S. {� /� �� 9) For special connections with reactions or uplifts less than 300 lbs. Use typical toe-nail connection (refer to BFS detail package) \CE,(\ ■ � N$ 4 � 10) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 \ F `` LOAD CASE(S) Standard * % ID 34869 / • ‚ .. .. brA .4— .11 STATE OF .` \ F�ORIDP.•• C1 �'��, \ � \ \•\ December 1,2011 f A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED s(TTEK REFERENCE FADE Ma -7473 B &FORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paraeniers and proper incorporation of component is responsibility of bolding designer - not truss designer. Bracing shown Julius Lee Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall shucture is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Crfedo, DS8 -89 and BCSI1 Bolding Component Safety Informatlon available from Truss Plate Institute, 583 D'OnoMo Drive, Madison. WI 53719. y Job Truss Truss Type Qty Ply 1504644 1 393544 HJO1 DIAGONAL HIP GIRDER 1 1 Job Reference (optional) Builders FkstSource, Jacksonville, Fl 32244 7250 s Aug 25 2011 NMI( Industries, Inc. Thu Dec 01 13:40:28 2011 Page 1 ID:3Mvd1 Ry1 dwW 1 iQ6dV6VYxZyDyQp- we9rgtONgMay91 _aWM 3-6- 3-6- Scab = 1:14.6 3 5.66 12 it 3x4 2 0 c5 0000 N Q 5 1 d II B1 A 7 6 4 2x6 II 0 -1-2 -2 Plate Offsets (X,Y): [1:0 2 - 8,0 - 2 - 121 LOADING (psf) SPACING 2 - CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) -0.00 1-4 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.01 1-4 >999 180 BCLL 0.0 • Rep Stress lncr NO WB 0.00 Horz(TL) -0.01 3 n/a n/a BCDL 5.0 Code FBC20071TP12002 (Matrix) Weight: 14 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-6 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. SLIDER Left 2 X 4 SYP No.2 1 -11 -9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 1= 65/0 -7-6, 3= 65/Mechanical, 4= 14/Mechanical Max Horz 1= 122(LC 5) Max Upliftl= -52(LC 3), 3=- 151(LC 5) Max Gray 1 =65(LC 1), 3 =65(LC 1), 4 =42(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (10 -13) 1) Wind: ASCE 7-05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.0psf; h =18ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) gable end zone; 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. 4) All bearings are assumed to be SYP No.2 . 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 Ib uplift at joint 1 and 151 Ib uplift at joint 3. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. \ � t 1 1 1 I I I / / / // 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 47 Ib up at 1 -4 -15, and 47 Ib up at S / 1-4 -15 on top chord, and 12 Ib up at 1-4-15, and 12 Ib up at 1-4-15 on bottom chord. The design/selection of such connection \\\ • S• r\, / / 0� device(s) is the responsibility of others. EN / 9) In the LOAD CASE(S) section, Toads applied to the face of the truss are noted as front (F) or back (B). \G SAC • 10) This manufactured product is designed as an individual building component. The suitability and use of this component for any - • particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. - 0 34869 /. * - - 11) For special connections with reactions or uplifts Tess than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) , 12) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33436 l _ LOAD CASE(S) Standard ...-- • • — • �/V J / 1) Regular: Lumber Increase =1.25, Plate Increase =1.25 • • 4 - Uniform Loads (plf) .� STATE OF ' .� �� ■ Vert: 1- 5= -14, 3 -5 =- 54,1 -4 =10 -A � " OR\O Concentrated Loads (lb) �i " �� Vert: 2= 57(F =29, B =29) 7= 8(F=4, B =4) /, s / / 1 \ \ �. O F _ C N A`'',\..,,\ �\ December 1,2011 ■ t Q WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1(11.7473 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. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not tens designer. Bracing shown 1109 Coastal Bay Blvd. Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Boynton, FL 33435 erector. Additional permanent bracing of the overall structure h the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/Tn1 Dually Criteria, DSB -89 and BCSI1 Bolding Component Safely Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. Job !Truss Truss Type 193544 r Qty Ply P01 GABLE 1 1 15104845 Builders FirstSource, Jacksonville, Fl 32244 Job Reference (optional) 7.250 s Aug 25 2011 MRek Industries, Inc. Thu Dec 01 13:40:29 2011 Page 1 ID:3Mvd 1 Ry1 dwW1 iQ6dV6VYXZyDyQp .OgjDtDP?bglpmSb8utXTNKm4OkQyj1 KWHaKRfByDJje 2 - 0 - 0 I 3 1 5 - 1 2 I 3x4 = Scale = 1:11.0 3x4 = 2 II 3 4 5 Aid Adi B.00 12 T2 ST1 N _ 8 2 7 1 B 1 " i0 !2 % % %! ..∎% I 6 °P 8 2x4 = 2x4 I I 2x4 = I 5-4-14 5-4-14 I Plate Offsets (X,Y): [3:0-2-0,0-2-31, [5:0-2-0,0-2-31 LOADING (psf) SPACING 2 - CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.05 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.03 Vert(TL) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight 16 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-14 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. OTHERS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 5 -4 -14. (Ib) - Max Horz 1= -49(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) 1, 7, 8 except 2=- 135(LC 5), 6=- 111(LC 4) Max Gray All reactions 250 Ib or less atjoint(s) 1, 7, 2, 6, 8 FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (13 -16) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.0psf; h =18ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) and C-C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 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 -2002. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0-0 wide will I I 1 1 fit between the bottom chord and any other members. �\ \ \ // / / f/ 9) All bearings are assumed to be SYP No.2 . \ \\ � 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 7, 8 except (jt=lb) �\ . • - • • • • • • • • . < /i 2 =135,6 =111. .. • �+ '••.`� 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building o 34869 designer. _ 13) This manufactured product is designed as an individual building component. The suitability and use of this component for any - 1 .. _I particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. — + • 14) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) i 1 15) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 3343 • / LOAD CASE(S) Standard T STATE OF .` \ �s ' ORID ' ( / ' /S ° N A`� ` [111 t December 1,2011 ( r A WARNING - Verify design parameters and READ NOTES ON 11175 AND INCLUDED MITER REFERENCE PAGE Dffi - 7473 BEFORE USE Design valid fa use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee u to lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall stricture u the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control, storage. delivery, erection and bracing, consult AN51/TPt1 Quality Criteria, DS11-89 and 9C511 Balding Component Safely Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type QtY Ply 15104648 393544 P02 GABLE 6 1 Job Reference (optional) Builders FlrstSource, Jacksonville, A 32244 7250 s Aug 25 2011 MR* Industries, Inc. Thu Dec 01 13:40:29 2011 Page 1 ID:3Mvd1 Ry1 dwW1 iQ6dV6VYx2yDyQp OgjDtDP ?bgipmSbButXTNKm4BkQzj1 aWHeKRfByDJj c 1 2 - 8 - 7 1 5 1 2-8-7 Scale = 1:14.8 4x5 = 3 8.00 12 r 4 2 5 I� 6 2 = 2x4 11 2x4 = I 5-4 -14 l 5-4-14 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lot) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.06 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 125 BC 0.03 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.01 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix) Weight: 17 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4 -14 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. OTHERS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb) Max Horz 1 = 1 ` l l - 67(C4) \ \ \\ S S. / / / / / / M ax Uplift All uplift 1001b or less at joint(s) 1, 5, 6 except 2 =- 123(LC 6), 4 =- 113(LC 7) \\ /' / Max Gray All reactions 250 Ib or less at joint(s) 1, 5, 2, 4, 6 ... • ' • • ' • • . ' • . < / i N. �� <„, FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (ID) or less except when shown. \�GENgF NOTES (12 -15) o 34869 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL =4.2psf; BCDL= 3.0psf; h =18ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) and C -C— . • vvJ • ' • Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 • �/ 3) Tr designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry — 9 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. .(\ STATE OF 4) Gable requires continuous bottom chord bearing. F( OR(p p , • • �, • 5) Gable studs spaced at 1-4-0 oc. / is • ■ 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. /// .,,,.• � \ \\ 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will // f , 0 V I AL ` \ \ 0\ fit between the bottom chord and any other members. 8) All bearings are assumed to be SYP Not . 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5, 6 except (jt=lb) 2= 123,4 =113. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 12) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 13) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 14) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard Decembe 1,2011 1 • Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE am -7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not tens designer. Bracing shown 1109 Coastal Bay Blvd. is far lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the Boynton, FL 33435 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Cdteda, D58 -89 and 8CS11 Building Component Safely Intamalbn available from Truss Plate Institute, 583 D'Onotrio Drive, Madison. WI 53719. Job Truss Truss Type Qty Ply `93544 . 703 GABLE 1 15104647 2 Builders F4stSource, Jecksorwllle, Fl 32244 Job Reference (optional) 7250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 13:40:32 2011 Page 1 ID:3Mvd1 Ry1 dwW1 iQ6dV6VyxZyDyQp- opOMVFRuub4NdwKjZ05A 7yOQvxNywleyzYZSGVyDJjD 1 4-0-14 1 7 -10-4 1 11-7-10 1 15-5-0 1 19-2-6 1 22 -11 -12 1 26-9 -2 1 ao-in-o 4-0-14 3-9-6 3-9-6 3-9-6 3-9-6 3-9-6 3-9-6 4-0-14 4x5 = Scala = 1:63.3 2x4 I I 7 A 2x4 I I 2x4 I I 3x5 i S Y 3x5s� 5x6 i 6 ■ 8 '� 2x4 II 5 1, M M 1 5x6 9 2x4 11 3x5 i ��. - � • {� -^ - . 3x5' 2x4 II ST . .� �1 Y _ yT �e = 1,a� ` II t mil?• -_' �6 `,, 2x4 II 8.00 3x4 "i 3x S J,1* i 9 2x4 I I 2x4 5 2x4 I , 17 • ' iN,�N 1 3x5 O tl W �I � r• 3x4 % 2x4 II 3x4 3x4 � 11 3x4 i 10)11°.....- 20 t6 v� 1 2 3x4 2x4 2x4 I 21 12 3x4 N 7x8 3 x4 15 `b 1 w � 2x4 II 7x8 '' s 2x4 I � . 13 o 2x4 I 2x4 41`7 _ h 7x8 11 5.00 12 7x6 '1l c 1 4 - 0 - 14 1 7 -10-4 I 11-7-10 I 15-5 -0 I 19 -2-6 I 22 -11 -12 I 26 -9 -2 I 30 -10-0 1 4-0 -14 3-9-6 3-9-6 3 -9-6 3-9-6 3 -9-6 3 -9-6 4-0 -14 Plate Offsets (X,Y): [1:0- 8- 14,Edge], [5:0- 3- 0,0 -3 -01 [9:0- 3- 0,0 -3 -0], [13:0- 8- 14,Edge], [15:0- 4- 0,0- 1 -121 [21:0- 4- 0,0- 1 -12], [23:0- 1- 8,0 -1 -0], [26:0- 1- 8,0 -1 -0], [38:0- 1- 8,0 -1 -0], [41:0- 1- 8.0 -1 -01 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I/defl LJd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) 0.81 17 -18 >454 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.33 Vert(TL) 0.71 17 -18 >520 180 BCLL 0.0 * Rep Stress Incr YES WB 0.44 Horz(TL) -0.85 13 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 406 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-7 -9 oc bracing. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (lb /size) 1= 979/0 -5-4, 13= 979/0 -5-4 \.. *S 1 1110 // Max Horz 1= 540(LC 5) ��\ S S K / �� M Uplift1 =1295(LC 6), 13=-1295(LC 7) �\ �i ■ ��CENgF' .�� FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 3476/8998, 2 -3 =- 3377/9014, 3 -4=- 3301/8245, 4-5=-2850/6734, 5-6=-2786/6742, ' o 348 69 • 6-7 =- 2324 -8 = 2324 / 50 42,8 -9 =- 2786/6742,9 -10= 2850/6734,10 -11 =- 3301/8245, _ — 11 -12= 3377/9014, 12 -13 =- 3476/8999 7-:... • — BOT CHORD 1- 22=- 7724/3020, 21- 22=- 7547/3036, 20 -21 =- 6661/2950, 19- 20=- 6657/2958, . B _ 18 -19=- 4856/2521, 17- 18= -4856/2521, 16- 17=- 6657/2958, 15- 16=- 6661/2950, " • 14-15=-7547/3036, 13 -14 =- 7724/3020 J � • WEBS 7 -18=- 5359/2312, 8- 18=- 484/1682, 8-17 =- 1355/273, 10- 17= -419/1481, 10- 15=- 746/140, T STATE OF _ \ 11-15=-139/616, 11 -14=- 432/88, 6-18 =-484/ 1682, 6 -19 =- 1355/273, 4 -19 =- 419/1481, \ C ORIDP.•" . Q, , 4 -21 =- 746/140, 3-21 =- 139/616, 3- 22=- 432/88 i t� NOTES (14 -17) s ....„‘..\, ....„‘..\, \\ 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: , /7 / � // O N - 1 ` \�\ Top chords connected as follows: 2 X 4 - 1 row at 0-9 -0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9 -0 oc. Webs connected as follows: 2 X 4 - 1 row at 0 -9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =18ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) zone; porch left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 5) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. 6) Special provisions shall be made by the building designer to allow for 0.85in of horizontal movement due to live load and 0.74in due to total load. 7) Gable studs spaced at 1-4-0 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 will fit between the bottom chord and any other members. co on ru o n s sumed to be SYP No.2 . December 1,2011 ■ A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE 301 -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 1109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Cdteda, DSB -89 and BC511 Bolding Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty P ry 15104647 1 I 393544 To3 GABLE 2 Job Reference (optional) Builders FlrstSource, Jacksonville, Fl 32244 7.250 a Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 13:40:33 2011 Page 2 ID:3Mvd1 Ry1dwW1iQ 6dV6Wx ZyDyQp- GcykjbSWf vCEF3uv NOTES (14 -17) 11) Bearing at joint(s) 1,13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =Ib) 1= 1295,13 =1295. 13) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 14) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 15) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 16) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay BNd. Boynton Beach, FL 33435 LOAD CASE(S) Standard \\\ �ttllllll/ / /// \\ S S. k '% \ ■ oCENSF • ' •. � 0 34869 / - . • 41 ..(‘ %.. STATE OF • �s F LORIDP •••� /1 1111It " December 1,2011 1 ■ Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED ALITEK REFERENCE PAGE AM-7473 BEFORE USE. Design valid fcr use onty with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Blvd. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 110 1liu n C Co, oasstal l Bay Bay erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. for general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/T911 Quality Crleda, DSl -89 and SCS11 6ulding Component Safety Information available from Truss Plate Institute. 583 D'Onotrio Drive, Madison, WI 53719. , Job Truss Truss Type Qty Ply 393544 IT04 SCISSOR TRUSS 3 1 Builders FirstSource, Jacksonville, Fl 32244 Job Reference footinna0 7.250 s Sep 1 2010 MiTek Industries, Inc. Thu Dec 01 15:15:21 2011 Page 1 I D:3Mvd 1 Ry1 dwW1 iQ6dV6VYxZyDyQp •ModGwRPewnSi6014YAnNZkOUS1 NEtOdRK3584WyDJCa 4-0-14 7 -10-4 11 -7 -10 15-5-0 19-2 -6 22 -11 -12 26-9 -2 30-11 1 4-0-14 3-9-6 3 -9-6 3 -9-6 3-9-6 3-9-6 3-9-6 4-0-14 59e = Seth.t l e 1 3xs 5 1j 75 ]9 WB4 � \1 ne WB� e''0 �qv , e 4 3 • - 3a5 � � 5 0 u � 4111111111.0 ne a V�i'� rs iti 3e5 i ,. Lt 9 391 C z ✓ re ��, 36 � v m 64 �� 1B �9 M d5 i , 13 � 1 f yr ' {.5 T M 2N II 1 3 s.m 112 aw II _\11 EN rre % ►� CA we e I 4-0-14 7 -10-4 1 11 -7 -10 1 15 -5-0 1 19-2-6 I 22 -11 -12 1 26-9 -2 I 30-10-0 4-0-14 3-9-6 3 -9-6 3-9-6 3 -9-6 3 -9-6 3 -9-6 4-0-14 Plate Offsets (X,Y): 11:0 -5- 0,0.2 -0], 14:04 -0,Edge], 18:04 -0,Edge], 111:0- 5 -0,0 -2 -01 LOADING (psf) • SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) 0.81 16-17 >451 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.23 Vert(TL) 0.70 16 -17 >518 180 BCLL 0.0 • Rep Stress Incr YES WB 0.71 Horz(TL) -0.85 11 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight 223 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 6 SYP SS TOP CHORD Structural wood sheathing directly applied or 4-9-13 oc purlins. BOT CHORD 2 X 6 SYP SS BOT CHORD Rigid ceiling directly applied or 3-2-8 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 6-16 OTHERS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=973/0-5-4 (min. 0 -1-8), 11=973/0-5-4 (min. 0-1-8) Max Hors 1= 436(LC 4) Max Uplift 1=-984(LC 6), 11=- 984(LC 7) FORCES (Ib) - Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown. TOP CHORD 1 -2= 2957/7637, 2-3=- 2988/7482, 3-4=-2650/6261, 4-5=- 2589/6267, 5-6=-2187/4778, 6 -7 =- 2187/4778, 7-8=- 2589/6267, 8 - 2650/6261, 9.1 = - 2988/7462,10 -11 =- 2957/7637 BOT CHORD 1- 2 -6318/2490, 19- 20= -6174/2518, 18-19=-5946/2664, 17- 18=- 5942/2672, 16-17=-4430/2340, 15-16=-4430/2340, 14- 15=- 5942/2672, 13- 14 5946 ,12 -13= -61742518,11 -12= -63182490 WEBS 6-16=-5014/2149, 7 -16= 428/1499, 7-15=-1250/245, 9 -15=- 337/1222, 9 -13 =- 600/98, 10 -12 =- 351/68, 5-16= 428/1499, 5-17=-1250/245, 3-17 =- 337/1222, 3- 19= -600/98, 2 -2 351/68 NOTES (9-12) 1) Unbalanced roof live bads have been considered for this design. 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf, BCDL= 3.Opsf; h =18ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) and C-C Exterior(2) zone; porch left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 \'1 1 ((] 1 1 3) Special provisions shall be made by the building designer to allow for 0.85in of horizontal movement due to live load and 0.74in due to total bad. \ \\ L+ S r ' / / 4) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads. .7 v • /� / / 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -0 ` -0 tall by 2-0-0 wide will fit between the bottom � • •• • • • • `� / / chord and any other members. \ • L` . ^ , 6) Bearing atjoint(s) 1,11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. --• 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 984 Ib uplift at joint 1 and 984 Ib uplift at joint 11. - 1 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. • 0 34869 7C — 9) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the — responsibility of the building designer per ANSI TPI 1 as referenced by the building code. — , .y. — 10) For special connections with reactions or uplifts less than 300Ibs. Use typical toe -nail connection (refer to BFS detail package) • / ` z • g — 11) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 7-' g ( V / V / ,/ , / LOAD CASE(S) Standard 4♦ \ T •. STATE OF �s ' .FCORIDP• ' 0`` December 1,2011 1 1 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 11ID -9493 BEFORE USE. esign valid far use only with Beek connectors. This design 5 based only upon parameters shown, and is for an individual building component pplicablity of design paramenters and proper incorporation of component b responsibility of building designer - not truss designer. Bracing shown Julius Lee s for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 5 the responsibility of the 1 109 Coastal Bay Blvd. rector. Additional permanent bracing of the overall structure O the responsibiity of the building designer. For general guidance regarding Boynton, FL 33435 obrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPI1 Quality Crlteda, 0511-89 and BCSI1 Building Component defy Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Job Truss Truss Type Qty Pty 15104649 1 1 SPECIAL TRUSS I - 393544 Toy Job Reference (optional) Builders FkstSource, Jacksonville, Fl 32244 7250 a Aug 25 2011 We* Industries, Inc. Thu Dec 01 13:40:36 2011 Page 1 ID:3Mvd t Ry1 dwWt iQ6dVBVYxZyDyQp hBetLcUOygap6XdUor 1 2-6-8 1 8-1 -2 110 -2-6 i 16 -7 -10 I 23-0-14 1 28-0-0 i 33-1-3 1 383.14 1 2-8-8 5-6-10 2 -14 6-5-4 8-54 4 -11 -2 5-1 -3 5-4-11 Scale = 1:74.2 5x6 — 6 / I 3x4 3x5 i 1 3x6 N 5 ∎ B 1111111 4,4 r ;k' j� 5x6 2X4 3x4 = 5x6 = � , 8.00 12 5x7 = = 13 3x4 2 3 6 t 3x6 12 et. 10 3x4 r� 3 4 '2 1 17 d •4. c 3x5 I I • . 19 22 23 18 .• • 3x4 % 500 12 5x7 5x8 11 2x4 11 5x7 = 1 2-6-8 1 7-9-4 871.2 10-2-6 1 16 -7 -10 1 23-0-14 I 30-7 -10 I 38-5 -14 I 2 5-2 -12 o-3 - 142 -14 6-54 6-54 7-8-12 7 -10-4 Plate Offsets (X,Y): [1:0- 3- 0,0 -3-0], [2:0 -5-4,0 -2-4], [11:0 -0- 13,0 -3-4], [18:0- 5-4,0 -2 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (Ioc) 1 /dell Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) 0.52 12 -14 >694 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.48 12 -14 >752 180 BCLL 0.0 • Rep Stress Incr NO WB 0.66 Horz(TL) 0.41 11 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 200 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -3 -1 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-5-2 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 4 -16 WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2 X 6 SYP No.2 be installed during truss erection, in accordance with Stabilizer SLIDER Right 2 X 4 SYP No.2 3-2 -11 Installation guide. REACTIONS (Ib /size) 1= 76/0 -5-8, 11= 876/0 -5-4, 18= 1683/0 -5-8 Max Horz 1=- 451(LC 3) Max Uplift 1= 178(LC 3), 11=- 911(LC 6), 18=- 1865(LC 5) Max Gray 1=6(LC 9), 11= 876(LC 1), 18= 1683(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1- 2= 35/300, 2 -20 =- 1241/1279, 20 -21 =- 1241/1279, 3-21= 1242/1280, 3- 4=- 533/582, 4-5 =- 1904/1769, 5-6=-1772/1355, 6-7=-1746/1403, 7-8=-2286/2281, 8-9=-2361/2266, 9-10 =- 2483/2344,10 -11 =- 2570/2329 BOT CHORD 1 -19 =- 396/205, 19- 22=- 409/192, 22- 23=- 409/192, 18- 23=- 409/192, 17 -18= 1436/1322, 16-17= 554/567,15 -16=- 1507/1632,14 -15 =- 1506/1655,13 -14 =- 132 12-13=1331/2002, 11-12=-1853/2146 WEBS 2 -18= -1187/ 1373,3 -16 =- 704 / 813, 3-17= 956/864,4 -17 =- 712/652,4 -16 =- 1813/2068, 5-16 =- 304/60,5 -14 =- 290/576,6 -14 =- 1357/1577,7 -14=- 512/8 -12 = 729 NOTES (12 -15) 1) Unbalanced roof live loads have been considered for this design. \\\ ■ \ \.. 11111/0 // 2) Wind: ASCE 7-05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.0psf; h =18ft; Cat. 11; Exp C; enclosed; MWFRS (low -rise); porch left \\ S S. K t i, and ri exposed; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. ■ • v \GENs . • •.. $ , � 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. - \ 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 wiH- 0 34869 fit between the bottom chord and any other members. _ _ 6) All bearings are assumed to be SYP No.2 . — 7) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity ; : • a / of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =1b) 1 =1 : 0 '• ' 4 z- 11= 911, 18 =1865. T •, STATE OF - 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ' • • F �• 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 47 Ib down and 102 Ib up at • • : ,,<\,/,, • /- ORIO . • and 47 Ib down and 102 Ib up at 4 -7-4, and 47 Ib down and 102 Ib up at 6-7-4 on top chord, and 13 Ib down at 2 -6-8, and 4 Ib do , s \" , 4 -7 -4, and 4 Ib down at 6 -7-4 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. 1 / �Q N A,•- ` \ \\ 11) In the LOAD CA section, Toads applied to the face of the truss are noted as front (F) or back (B). December 1,2011 Continued on page 2 1 1 © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED DOTER REFERENCE PAGE MZl - 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual budding component. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibxlity of building designer - not truss designer. Bracing shown 1109 Coastal Bay Blvd. 5 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 4 the responsibillity of the Boynton, FL 33435 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage. delivery, erection and bracing. consult ANSI/TP11 Quality Criteria, DSB -89 and BCSI1 Bolding Component Safety Inlonnatlon available from Truss Plate Institute, 583 D'Onohio Drive, Madison, WI 53719. Job Truss Truss Type Qty Pty 393544 T07 SPECIAL TRUSS 1 1 15104651 Builders FirstSource, Jacksonville, Fl 32244 Job Reference (optional) 7250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 13:40:38 2011 Page 1 ID:3Mvd1 Ry1 dwW1 iQ6dV6VyxZyDyQp dZldmlWfTRgXLmiwGCaEDePYMHHKw4gL000T9yDJj7 8-68 18-1-2 - 1-4 1 18-7-10 4-54 1 23-0-14 1 4-18-012 1 5-1-3 39-5-14 1 I 5.4-11 Scale = 1:78.0 5x8 = 8 n ` 3x4 4IIIIII \ \ \! 3x8 5x10 MT18H = 5 7 5x10 MT2OH �� • 3x6 = 5x7 = ,'�: ^_ss•- 8 8.00 12 2 3 ."1411 4* 4T' :4 ` 15 5x8 = 4-.s 9 13 3x8 � 7x8 3x8 15 C ., 10 3x6 �� , 71 , 4 1 3x4 11 PIMMIMMIMIMile# 16 4x6 �' _ _ 5x6 = 18 • 17 5.00 12 •. % 5x14 8x14 MT18H 2x4 11 8 -1 -2 68-8 7 -9411 tl -1 -12 1 17 -2-0 23-0-14 30-7 -10 31,.5 -t4 6-6-8 1 -2 -12 30-10 8-0-4 1 510-14 78-12 1 7-10-4 0-3-14 Plate Offsets (X,Y): [1:0- 0- 8,0 -0-8], [2:0 -7- 12,0 -2 -01 [8:0- 5- 0,Edge1, [11:0 -0- 13,0 -3-41, [15:0- 4- 0,0 -3-4], [17:0- 8- 4,0 -3 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Udef) Ud PLATES GRIP TCLL 20.0 Plates Increase 125 TC 0.91 Vert(LL) 0.96 12 -14 >377 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.91 Vert(TL) 0.87 12 -14 >420 180 MT2OH 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.83 Horz(TL) -0.41 11 n/a n/a MT18H 244/190 BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight 221 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 `Except' TOP CHORD Structural wood sheathing directly applied. T5,T4: 2 X 4 SYP No.1 D BOT CHORD Rigid ceiling directly applied. BOT CHORD 2 X 4 SYP No.2 'Except` MiTek recommends that Stabilizers and required cross bracing 2 X 6 SYP No.2, B5: 2 X 4 SYP No.1D be installed during truss erection, in accordance with Stabilizer WEBS 2 X 4 SYP No.3 Installation guide. SLIDER Right 2 X 4 SYP No.2 3-2 -11 REACTIONS (Ib/size) 1- 717/0 -5 -8, 11= 718/0 -5-4, 17= 2440/0 -5-8 Max Horz 1=- 456(LC 4) Max Uplift1- 717(LC 1), 11=- 799(LC 7), 17=- 2392(LC 6) Max Gray 1= 619(LC 6), 11= 718(LC 1), 17= 2440(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 3600/1611, 2- 3=- 3616/1586, 3-4=- 2544/1287, 4-5 =- 469/1419, 5-6 =- 1056/2106, 6-7 =- 1070/2107, 7 -8 =- 1705/5003, 8-9 =- 1781/4986, 9-10 =- 1946/4989, 10 -11 =- 2032/4972 BOT CHORD 1 -18 =- 1218/3079, 17- 18=- 1216/3069, 16- 17=- 1753/4414, 15- 16=- 688/1828, 14- 15 = -488 -14- 2397/1448,12 -13 =- 2406/1432,11 -12 =- 3971/1688 WEBS 2 -18 =- 345/186,3 -17 =- 630/1478,3 -16 =- 1616/461,4 -16 =- 977/2219,4 -15 =- 2203/968, 5-15 =- 720/737, 5-14 =- 114/336, 6-14=-2099/871, 7-14=-535/1727, 7-12=-1881/351, 2 -17 =- 1162/2791 NOTES (11 -14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =18ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) and C -C \\ \ \ ‘)) [ I I / // // �Lrior((2)) zone; porch left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip \ \ \" CS S - '', 3) Provide adequate drainage to prevent water ponding. `� \GENSF •. / , 4) All plates 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. ■ * 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 war o 34869 fit between the bottom chord and any other members. — r 7) All bearings are assumed to be SYP No.2 . - 8 • I 8) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capa 8 - GtA "0 1 — of bearing surface. • . 4 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 1 =7 STATE OF , • ....%. \ 11 =799, 17 =2392. � s F� P. -" 10) "Semi rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. c� ORID ' \G \ 11) This manufactured product is designed as an individual building component. The suitability and use of this component for any i . \ \ • particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. // /// N A 1- ` \ \ 12) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) / / / / /)) [ 1 1 \\ \ 3) T uss Desiignn Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 December 1,2011 J 1 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MB -7473 BEFORE USE. Design valid for use only with MiTek connectors - This design is based only upon parameters shown. and is for an individual building component. Applicability of design romenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPl1 Ovally Crteda, DS6 -89 and 6CS11 BuIdIng Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Job Truss (Truss Type Qty Ply 15104650 3 ' T06 SPECIAL TRUSS 1 1 Job Reference (optional) Builders FlrstSource, Jacksonville, Fl 32244 7250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 13:40:37 2011 Page 2 I D:3Mvd1 Ry1 dwW11Q6dV6VYxZyDyQp- 9NCFZyV1 i7igkhCgMZgLi06DWyywbR3h6gGsx1YDJj • 11) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 12) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 13) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard \` Noll 111 /y, . . OCENSF • . ∎�, * ' No 34869 * - • • _ 'D * . • LL STATE OF _� ■ Cs • .CORIOP. ' (, -, fu jel . ...6 wJ Decembe 1,2011 1 1 a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ND - 7473 BEFORE USE. Design valid for use only with MiTek connectors. Thu design is based only upon parameters shown. and is for an individual building component. Julius Lee Applicability of design paamenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Coastal Blvd. is fa 1109 Coasa Bay lateral support of individual web members only. Additional temporary bracing to insure stability during construction 5 the responsib6lity of the 1109 Boynton, FL l Bay erector. Additional permanent bracing of the overall structure u the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPI1 Qualy Criteria, 058.89 and 8CSI1 Building Component Safety Inlormalion available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. • Job Truss Truss Type Qty Ply 393544 T SPECIAL TRUSS 1 1 15104650 Job Reference (optional) Builders First Source, Jacksonville, Fl 32244 7.250 3 Aug 25 2011 MITek Industries, Inc. Thu Dec 01 13:40:37 2011 Page 1 ID:3Mvdl Ry1 dwW1 iQ6dV6VYxZyDyQp- 9NCFZyV17igkhCgMZgLi06DWyywbR3h6g6sxjyQljf 1 4-6-8 1 8-1-9 1 17-2-6 1 18 -0-0 1 93 - 0.14 I 98-0 -0 1 43-1 -3 1 38 -5-14 1 4-6-8 3-6-10 4-1-4 5-9-10 5-0-14 4-11 -2 5-1 -3 5-4-11 = 1:742 5x8 = 6 3x5 i ` 3x5 �� 5 ! 7 5x8 5x10 MT2OH W13 •- = - 11 ��. <.• 8.00 1 2 3x6 = 6x8 = k 14 2x4 = 2 3 0 5x6 = �+ 9 :k � � /�16 15 13 �. •t 3x6 % 3x8 72 10 3x6 �� 1 4 / 4J E 17 4 % 3 11 2 6 � R Ir Scale 6 3x6 ``��' 4x5 = 19 18 0 5.00 112 8x12 • � 2x4 I I 8x14 MT18H 4-6-8 1 7 -9-4 8- 12-2-6 I 18-0 -0 I 23 -0-14 I 30 -7 -10 I 38 -5-14 I 4-6-8 3-2 -12 0-3 -14 4-1-4 5 -9-10 5-0-14 7-6-12 7 -10-4 Plate Offsets (X,Y): [1:Edge,0-0 -81, [2:0 -6-4,0 -2-41, [8:0- 5- 0,Edge], [11:0- 2- 5,Edge], [18:0 -10- 12,0 -2 -121 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 125 TC 1.00 Vert(LL) 1.06 12 -14 >344 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.85 Vert(TL) 0.94 12 -14 >385 180 MT2OH 187/143 BCLL 0.0 • Rep Stress Incr YES WB 0.94 Horz(TL) -0.53 11 n/a n/a MT18H 244/190 BCDL 5.0 Code FBC2007/TP12002 (Matrix) Weight 210 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. T5,T4: 2 X 4 SYP No.1 D BOT CHORD Rigid ceiling directly applied or 2 -3-13 oc bracing. BOT CHORD 2 X 4 SYP No.1D *Except* WEBS 1 Row at midpt 4-15 B1: 2 X 6 SYP No.2, B5: 2 X 4 SYP M 31, B3: 2 X 4 SYP No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2 X 4 SYP No.3 be installed during truss erection, in accordance with Stabilizer OTHERS 2 X 4 SYP No.3 Installation guide. SLIDER Right 2 X 4 SYP No.2 3-2 -11 REACTIONS (lb/size) 1= -428/0 -5-8, 18= 2077/0 -5-8, 11= 793/0 -5-4 Max Horz 1= -455(LC 4) Max Uplift1= -428(LC 1), 18=- 2100(LC 6), 11=-850(LC 7) Max Gray 1= 388(LC 6), 18= 2077(LC 1), 11= 793(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 1-2=-2342/979, 2-3=-3745/1580, 3-4=-11771710, 4-5=-1259/2918, 5-6=-1388/2763, 6-7 =- 1387/2772, 7- 8=- 1979/5580, 8-9 =- 2055/5563, 9-10 =- 2199/5522, 10 -11 =- 2286/5506 BOT CHORD 1 -19 =- 723/2000, 18 -19 =- 721/1987, 17 -18 =- 1681/4328, 16 -17 =- 720/1791, 15-16 700 / 1 7 9 8,14 -15 =- 1548/1075,13 -14 =- 2962/1718,12 -13 =- 2972/1701, 11- 12= 4427/1904 WEBS 2 -19 =- 252/137,2 -18 =- 1174/2745, 3-18 =- 610/1400, 3-17 =- 2749/924,4 -17 =- 680/1431, 4-15 =- 3389 /1649, 5-15 =- 415/190, 5.14= 84/397,6 -14 =- 2822/1216, 7- 14=- 524/1696, 7 -12 =- 1809/327 NOTES (11 -14) \\ \01 1) Unbalanced roof live loads have been considered for this design. / \ S s K 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.0psf; h =18ft; Cat. 11; Exp C; enclosed; MWFRS (low -rise) and C -C Exterior(2) zone; porch left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate gn R� I C ENS DOL= 1.60 3) Provide adequate drainage to prevent water ponding. ■ ■ 4) All plates are MT20 plates unless otherwise indicated. 34869 5) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 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 will • I — fit between the bottom chord and any other members. ,� 4 • % 1 7) All bearings are assumed to be SYP No.2 . -- . , ` 8) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capa• ,<\ ••• STATE OF ,•• .` -- of bearing surface. \ .:-.. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at'oint s jt except - Ib 1 . : F� ORID P N. 18=2100, 11=850. // 61 . \\ 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. /// � N A\- \ \ \ /71 1111111\ \\ Continued o page 2 December 1,2011 1 1 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIITEE REFERENCE PAGE M11 -473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for an indvidual building component. Applicabi lfy of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Brocing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporaibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, D5B -89 and ICSI1 bolding Component Safety Infarmafon available from Tens Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. Jab Truss Truss Type Qty Ply 15104849 393544 T05 SPECIAL TRUSS 1 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 13:40:38 2011 Page 2 ID:3Mvd1 Ry1 dwWt iQ6dV6VsnayDyQp- hBetLcUOygap6XdUor 12) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 13) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 14) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard 1) Regular: Lumber Increase =125, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 2 = -54, 2 -4= -54, 4- 6 = -54, 6- 11 = -54, 1- 18 = -10, 14- 18 =10, 11- 14 = -10 Concentrated Loads (lb) Vert: 2 = -7(B) 19 =-4(B) 20 = -7(B) 21 = -7(B) 22 = -1(B) 23 =1(B) \\1 1111111// / , / \ �s s .K /% • \� \\,..• 1 0ENSF ' •. �‹, , * ' No 34869 _ 'D * CC O 4 /� .(\ STATE OF .• C<\5 ' .�LORID S i . _ wJ December 1,2011 ■ Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE am -7473 HEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. s Lee Applicab6ity of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Julius Cestal Bay Blvd. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction u the responsibility of the 1109 Boynton, o, s l Bay erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consutt ANSI/TR1 Quality Criteria, 058 -89 and 8CSI1 Building Component Safety Inlorrnatlon available from Truss Plate Institute, 583 D'Onohio Drive, Madison, WI 53719. Job Truss Truss Type Qty Pry 393544 T08 SPECIAL TRUSS 1 1 15104652 Job Reference (optional) ` l Builders FlrstSource, Jacksonville, Fl 32244 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 13:40:39 2011 Page 1 7-34 t�1- 1411 -� ID: 3Mvd1R 5 U?_ eXHEIyOz _M3U,jpnRBbAmdi3Kp_aBblgDJj6 1 1 19-0-0 1 71 -n-14 1 28 -f1-0 1 33-1 -3 1 38 -5-14 i 7-3-4 0-9- 4 6 -10-0 4 -0-14 4-0-14 4-11 -2 5-1 -3 5-4-11 Scale = 1:76.1 5x6 = 6 3x8 � \ \ \ ! 3x6 5x10 MT18H 5 7 5x10 MTZOH �� 3 = 5x8 = 8.00 2 3 44. 8 2x4 — + 1 . 0 6x8 = ` e'e 9 4111°V ✓ 15 13 ._,mss, 3x8 16 5x8 3x8 12 :r , 3x6 1 4 x10 % 3x4 10 it d 5x8 i 17 d 5.00 12 5x14 J 8x14 MT18H = 8-1-2 14-11-2 1 23 -0 -14 I 30-7-10 l 38 -5-14 8-1 -2 6 -10-0 8 -1 -12 7-6-12 7 -10-4 Plate Offsets (X,Y): [1:0- 1- 1,0 -1 -81, [2:0- 6- 12,0 -2 -0], [8:0- 5- 0,Edgel, [11:0 -0- 13,0 -3-4], [17:0 -11- 12,0 -4 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.86 Vert(LL) 0.93 12 -14 >391 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.90 Vert(TL) 0.83 12 -14 >438 180 MT20H 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.99 Horz(TL) -0.40 11 n/a n/a MT18H 244/190 BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 216 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.1D 'Except* TOP CHORD Structural wood sheathing directly applied or 2 -7-4 oc purlins. T1,T2: 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2 X 4 SYP No.2 'Except' WEBS 1 Row at midpt 3 -16 61: 2 X 6 SYP No.2, B2: 2 X 6 SYP SS, B5: 2 X 4 SYP No.1 D MiTek recommends that Stabilizers and required cross bracing WEBS 2 X 4 SYP No.3 be installed during truss erection, in accordance with Stabilizer WEDGE Installation guide. Left: 2 X 6 SYP No.2 SLIDER Right 2 X 4 SYP No.2 3 -2 -11 REACTIONS (lb/size) 1= -661/8 -0-0, 11= 723/0 -5 -4, 17= 2394/8 -0-0 Max Horz 1= 456(LC 4) Max Upliftl=- 661(LC 1), 11=- 790(LC 7), 17=- 2257(LC 6) Max Gray 1= 765(LC 6), 11= 723(LC 1), 17= 2394(LC 1) FORCES (Ib) - Max. Comp./Max, Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 3913/1635,2 -3 =- 3408/1407, 3-4 =- 76/311, 4-5=-14/392, 5-6=-1069/2026, 6-7 =- 1093/2022, 7- 8=- 1725/4908, 8 -9 =- 1801/4891, 9-10 =- 1964/4902, 10 -11 =- 2051/4885 BOT CHORD 1 -17 =- 1245/3397, 16 -17 =- 1514/4177, 15 -16 =- 436/646, 14-15 =- 421/674, 13-14= 2318/1468, 12 -13 =- 2328/1451, 11 -12= 3897/1704 WEBS 2- 17=- 1004/2401, 3 -17= 727/1532, 3-16= 3486/1176, 4 -16 =- 246/311, 5-16 =- 1364/1886, 5 -14 =- 266/303,6 -14 =- 2014 / 899,7 -14 =- 532/1722,7 -12 =- 1874/347 NOTES (11 -14) 1) Unbalanced roof live loads have been considered for this design. \ \ \\ \ t l [ [ [ / / / /7/ 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf, h =18ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) and C -C ` \\ S S• K /// Exterior zone; porch left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1 p l a t e g ri p \ • • • , DOL =1.60 \' • v \ 3) Provide adequate drainage to prevent water ponding. 4) All plates 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. — O 34869 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 vviIl ' - id between the bottom chord and any other members. _ a / : . — 7) All bearings are assumed to be SYP No.2 . 4 • L — 8) Bearing atjoint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capac 9 4 - of bearing surface. ..k1 STATE OF ,` \ 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) 1 11 =790, 17 =2257. • L• ORID P • S •' ` 0 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. / . \ � � \ / // / / ONL I \ \\ \ \ \\ Continued on • e 2 December 1,2011 1 ► A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AIII -7493 BEFORE USE. Design valid for use only with ANTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paamenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee is fa lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Dually Criteria. 059.89 and ICSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. Job Truss ITS Type Qty Ply 15104851 :133544 ' T07 SPECIAL TRUSS 1 1 Job Reference (optional) Builders FkstSource, Jacksonville, Fl 32244 7250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 13:40:38 2011 Page 2 1D:3Mvd1 Ry1 dwW 1 iQ6dV6VYxZyDyQp- dZIdmIWrTRgXLmiwGCaEDePYMHHKw .l LOAD CASE(S) Standard \\ \1)11 / / / \ \\ u S•K /''% • \ * No 34869 _ it * CC - .(\ STATE OF .• \.�∎ �1.FLORIO • • ` / ' / S ' /p NA, \ ///1 11111 1 \ � \ WJ December 1,2011 1 A WARBINO - Verify design parameters and READ NOTES ON THIS AND INCLUDED ASTER REFERENCE PAGE MII -7473 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. Julius Lee Applicability of design paramenters and proper incorporation of component Is responsibility of building designer - not inns designer. Bracing stows tl Bay Blvd. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction k 1 109 Coastal the responsibillity of the 110 C Boynton, FL l Bay erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSIITPI1 QuaMy Cdleda, D51.89 and BCSI1 Building Component Safely Iniormailon available from Truss Plate Institute, 583 D'OnoMo Drive. Madison, WI 53719. Job Truss Truss Type Qty Pty 383544 T09 SPECIAL TRUSS 1 1 15104653 f Builders FIrstSource, Jacksonville, Fl 32244 Job Reference (optional/ 7250 s Aug 25 2011 MRek Industries, Inc. Thu Dec 01 13:40:40 2011 Page 1 I D: 3Mvd1R ZytNB_ X 24Fb8xF1hE2KekjHAzdonE7poVWY2yDJj5 i 4-3-14 1 R-6-8 16-2-6 43-14 4 -2 -10 I 7 -7 -14 I 23 -0 -14 1 78-0 -0 1 33-1 -3 I 3R -5-14 6 -10-8 4-11 -2 5-1 -3 5-4-11 1 Scale = 1:73.4 5.6 = 5 S ri\ 5x10 MT18H i \ 3 �� 6.8 = �, !!! g 5.10 MT2OH ,- 3 0 8.00 12 `/'��i�� +� - -• 3x6 7 / �` rs CS - 2x4 � 1 2x4 = 7.8 = �'+ g 2 i 14 t2 7. 4 15 5x8 3x8 11 3x4 9 3x8 ` � `� tb 1 , , 4x6 5x7 = 16 G � � 10 • h - - 5.00 12 8.14 MT18H t"- 6x10 J 7 -9-4 871 16-2-6 I 23 -0-14 1 30 -7 -10 I 38 -5-14 I 7 -9-4 0-3-14 8-1-4 6-10-8 7-6-12 7 -10-4 Plate Offsets (X,Y): [1:0 -0-8,0 -0-8], [3:0- 7- 4.0 -24], [7:0- 5- 0,Edge], [10:0- 0- 13,Edge], [16:0- 9- 8.0 -4 -0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.96 Vert(LL) 0.96 11 -13 >376 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.85 Vert(TL) 0.86 11 -13 >419 180 MT2OH 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(TL) -0.39 10 n/a n/a MT18H 244/190 BCDL 5.0 Code FBC2007/TP12002 (Matrix) Weight: 214 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc purlins. T5: 2 X 4 SYP No.1D BOT CHORD Rigid ceiling directly applied or 2 -2-0 oc bracing. BOT CHORD 2 X 4 SYP No.2 'Except" WEBS 2 Rows at 1/3 pts 3 -15 WEBS 81,82: 2 X 6 SYP No2, B5: 2 X 4 SYP No.1 D MiTek recommends that Stabilizers and required cross bracing WEDGE 2 X 4 SYP No.3 be installed during truss erection, in accordance with Stabilizer Left: 2 X 4 SYP No.3 Installation guide. SLIDER Right 2 X 4 SYP No.2 3-2 -11 REACTIONS (lb/size) 1= 794/0 -5 -8, 10=686/0-5-4, 16= 2550/0 -5-8 Max Horz 1=- 455(LC 4) Max Uplift1= 794(LC 1), 10=- 773(LC 7), 16=- 2503(LC 6) Max Gray 1= 698(LC 6), 10= 686(LC 1), 16= 2550(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 1- 2=- 3846/1596, 2- 3=- 4025/1824, 3-4=-44/271, 4-5 =- 970/1722, 5-6=-941/1774, 6 -7 =- 1587/4698, 7- 8=- 1663/4682, 8-9 =- 1840/4713, 9 -10= 1926/4695 BOT CHORD 1- 16=- 1206/3168, 15- 16=- 1497/3974, 14-15=-280/772, 13 -14 =- 267/812, 12-13=-2092/1327, 11-12=-2101/1311, 10-11=-3737/1598 WEBS 2- 16=- 312/634, 3 -16 =- 1721/3718, 3-15 =- 3452/1268, 4-15=-859/1365, 4- 13=- 982/840, 5-13 =- 1604 / 656 .6 -13= 535/1711,6 -11= -1925/362 NOTES (11 -14) 1) Unbalanced roof live loads have been considered for this design. \ `1 1 t I I I 1 I / / / / / 2 ) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL =3.0psf; h =18ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) and C -C \ \ \ ` S S.k / /,, Exterior(2) zone; porch left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip / DOL =1.60 \ ` • oCENSF'•• :- j,„ 3) Provide adequate drainage to prevent water pondin g 4) All plates 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. O 34869 • 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 a - fit between the bottom chord and any other members. _ - a / • . - 7) All bearings are assumed to be SYP No.2 . I 8) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capac 0 ! of bearing surface. .-\ '•, STATE OF .. • 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt =1b) 1 =7: - 10 =773, 16 =2503. F �OR1 . D . P .•' `�� 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. „./0//,..S1.). ' O.R. �\ \\\ / / /p N I A- 1 \ \ \ \ �� Continued on page 2 December 1,2011 ■ A WARNING - Verify design parameter. and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 0411 -7473 BEFORE USE Design valid for use only With MiTek connectors. This design 5 based only upon parameters shown, and 5 for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee N for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 5 the responsibility of the 1109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure 5 the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Cdteda, OSB -89 and SCSI1 Building Component Safety Information available from Truss Plate Institute. 583 D'Onotrio Drive, Madison, WI 53719. Job Truss ( Truss Type Qty P ry 15104852 3)!3544 ' TOB SPECIAL TRUSS 1 1 Job Reference (optional) Builders FlrstSource, Jacksonville, Fl 32244 7250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 13:40:39 2011 Page 2 ID: 3Mvd1RyldWW1iQ6dV6VYxZyDyQp -51J? eXHEIyOz _M3UJpnRBbAmdi3Kp_881z ?cyDJA 11) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 12) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 13) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay BNd. Boynton Beach, FL 33435 LOAD CASE(S) Standard \‘ ‘ IIIIIII111, / \ / ` \\ \, � 3S S. < 0 ` . � . �ICENS . � � , . * Na 34869 _ 73 * - .(\ •• STATE OF . i� '•... RID..•' .,� /if N / \\ . N i?..a itze wJ December 1,2011 I © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE SW -7473 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. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not miss designer. Bracing shown 109 1 U9 Coastal Bay Blvd. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction u the responsibility of the 1 1 C o, FL Coastal Bay erector. Additional permanent bracing of the overall stricture is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/T911 Ovally CrIteda, DSB -89 and BCSI1 Building Component Solely Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Job Truss Truss Type Qty Pty 393544 T10 SPECIAL TRUSS 1 1 15104654 Builders FkstSource, Jacksonville, FI32244 Job Reference (optional) 7250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 13:40:41 2011 Page 1 I 0 1Ry1dwW1i06dV6VYxZyDyQp YX1nMC6C1WSbOIHssGwYal6XHgH1SE44UyDA4 1 4 1 R - 1 10-8-8 I 1R -7-0 1 73 --0 - 14 1 98 - 13-1-3 38 -5-14 4-1 -3 3 -11 -15 2 -5-6 7 -7 -14 4 -10-8 4 -11 -2 1 33-1 -3 5-1 -3 I 5-4-11 1 Scale = 1:74.9 5x6 = 8 5x10 MT18H i d 5x7 = 4 r/ !• 3x8 �� • 7 5x10 MT2OH 2x4 I , l. T2 i �� to 8.00 " 3 � �• 2x4 O - 1 2 2x4 5x8 = .� g 13 15 8 .� 3x6 �� . � I o 16 5x8 3x8 12 P. ,,• 3x6 �� i 4x5 3x4 10 11 nil : r 4 5 = 17 d x6 5.00 12 5x14 - � 10x16 MT18H = I 7-9-4 8- 15-7-0 1 23 -0 -14 I 30 -7 -10 I 3&5 -14 I 7 -9-4 0 -3-14 7 -5-14 7 -5-14 7-6-12 7 -10-4 Plate Offsets (X,Y): [1:0 -0-4,0 - 0-121, [4:0- 7- 0,0 -2 -01, [8:0- 5- 0,Edgel, [11:0 -0- 13,0 -3-41, [17:1-1-12,0-4-8] LOADING (psf) SPACING 2 - CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.87 Vert(LL) 0.97 12 -14 >378 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.90 Vert(TL) 0.87 12 -14 >421 180 MT2OH 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(TL) -0.43 11 n/a n/a MT18H 244/190 BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 221 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3 -0-7 oc purlins. T5,T4: 2 X 4 SYP No.1 D BOT CHORD Rigid ceiling directly applied. BOT CHORD 2 X 4 SYP No.2 'Except' WEBS 1 Row at midpt 4-17, 4-16 81,82: 2 X 6 SYP No.2, B5: 2 X 4 SYP No.1 D MiTek recommends that Stabilizers and required cross bracing WEBS 2 X 4 SYP No.3 'Except• be installed during truss erection, in accordance with Stabilizer W3: 2 X 4 SYP No.2 Installation guide. SLIDER Right 2 X 4 SYP No.2 3-2 -11 REACTIONS (lb/size) 1= 838/0 -5 -8, 11= 699/0 -5-4, 17= 2581/0 -5-8 Max Horz 1=- 455(LC 4) Max Uplift1=- 838(LC 1), 11=- 792(LC 7), 17=- 2471(LC 6) Max Gray 1= 691(LC 6), 11= 699(LC 1), 17= 2581(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 1-2=-3725/1623, 2-3=-3905/1845, 3-4=-3751/1850, 4-5=0/301, 5-6=-985/2041, 6-7 =- 990/2053, 7-8 =- 1636/4945, 8-9 =- 1711/4928, 9-10 =- 1881/4936, 10-11=-1968/4919 BOT CHORD 1- 17=- 1226/3054, 16 -17 =- 926/2496, 15- 16= -422/472, 14 -15 =- 407/497, 13 -14 =- 2345/1379, 12 -13= 2355/1363, 11- 12=- 392611633 WEBS 2- 17=- 326/626,4 -17 =- 1933/4232,4 -16 =- 2494/812,5 -16 =- 1113/1867,5 -14 =- 286/453, 6-14 =- 20141775,7 -14 =- 539/1722,7 -12 =- 1881/355 NOTES (11 - 14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.0psf; h =18ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) and C -C \\0 011 I I 110 /// Exterior(2) zone; porch left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip \ S S .K //, DOL =1.60 3) Provide adequate drainage to prevent water ponding. • ;CEN, - <'\ /, 4) All plates 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. 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 wt1)' o 34869 fit between the bottom chord and any other members. — 7) All bearings are assumed to be SYP No.2 . - 9 ' } : — 8) Bearing atjoint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify cape 1 • / w )' A F of bearing surface. — • — f = T 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 1 =8 : ' STATE OF 11 =792, 17 =2471. �' 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. , 6 ORID , �•, 0 11) This manufactured product is designed as an individual building component. The suitability and use of this component for any / N particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. /// / O N AI- \ 11 22��) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) / / 0/11110 J3) \ T uss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 December 1,2011 page 4 4 A WARND7O - Verify design parameter* and READ NOTES ON THIS AND INCLUDED MOTEK REFERENCE PAGE AQI -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TII1 Quality Cdiedo, DSB -89 and BCSI1 Balding Component Safety Inlormatlon available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss (Truss Type Qty Ply 15104853 393544 T09 SPECIAL TRUSS 1 1 Job Reference (optional) Builders FlrstSource, Jacksonville, Fl 32244 7250 s Aug 25 2011 MRek Industries, Inc. Thu Dec 01 13:40:40 2011 Page 2 ID:3Mvd1 Ry dwW1 iQ6dV6VYxZyDyQp- ZytNB_Xv724Fb8xF1 hE2KekjHAzdonE7p0V WY2yDJj 5 11) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 12) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 13) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard � 111IItll// OS S . \ J..- �\CENS * ' No 34869 ' =13 * rt ;,0 W ::. • L(/ STATE OF i <s • FLORIOP .•' 0" /////ON /1 /11111%\ \\ A- \` / 2 ....k wJ December 1,2011 1 t n WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 3Q/ -7473 BEFORE USE. Design valid for use only with Miiek connectors. This design is based only upon parameters shown. and is for an individual building component. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown tl Bay Blvd permanent is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction h the responsibitt 1 109 Coastal y of the 1109 C Boynton, FL l Bay erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing. consult ANSI/T911 Quality Cdteda, DSI.89 and ICSI1 guiding Component Safety Information available from Truss Plate Institute. 583 D'Onotrio Drive. Madison. WI 53719. Job Truss Truss Type Qty Ply 383544 T11 SPECIAL TRUSS 1 1 15104655 Builders FkstSource, Jacksonviue, Fl 32244 Job Reference (optional) 7250 a Aug 25 2011 MRek Industries, Inc. Thu Dec 01 13:40:42 2011 Page 1 ID:3Mvd1 Ry1 dwW1 iQ 6dV6VYxZyDyQp WK? 8cgZ9XgKzgS4e96GV4P3p5VzfWGi6QG6 _dcwyDJ)< 1 4.1 - 3 1 8 1 12 1 90.9 - 6 I 940 1 75 1 33 - 3 1 38 - 5 - 14 4-1 -3 3 -11 -15 4-5-6 7 -7 -14 2 -10-8 4-11 -2 5-1 -3 5 -4-11 l Scale = 1:74.4 5x6 = 5x8 = 6 5x6 = /ii 4 . �5" 4y: J ! - VV5 3x6 12 6x8 i 7 8 5x10 MT2OH 8.00 3 I '�� 2x4 �� `�` 2x4 = �yI 'S 5x8 = si i 2 3x6 i3 �:, 3x6 \ .- m 6 1 S Ni. 5x10 MT2OH % 3x8 12 , 10 3x6 �� it 4x6 3x41 5x6 = • 18 : o 5.00 12 7x10 ,� 8x14 MT18H = I 7 -9-4 8 -1 T 2 12-6 -8 20-2-6 I 23-0-14 1 30 -7 -10 I 38 -5-14 1 7 -9-4 0.3 -14 4 -5-6 7 -7 -14 2 -10-8 7-6-12 7 -10-4 Plate Offsets (X,Y): [1:0- 0 -4,0 -0 -121, [4:0- 5- 12,0 -2 -01, [8:0- 5- 0,Edge1, [11:Edge,0 -1 -151, [18:0 -11- 12,0-4-81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) 1.03 12 -14 >352 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.89 Vert(TL) 0.93 12 -14 >392 180 MT2OH 187/143 BCLL 0.0 • Rep Stress Incr YES WB 0.95 Horz(TL) -0.44 11 n/a n/a MT18H 244/190 BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 227 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 *Except` TOP CHORD Structural wood sheathing directly applied or 3 -0-2 oc purlins. T5,T4: 2 X 4 SYP No.1 D BOT CHORD Rigid ceiling directly applied. BOT CHORD 2 X 4 SYP No.2 *Except* WEBS 1 Row at midpt 3-17, 4 -15 B1,B2: 2 X 6 SYP No.2, B5: 2 X 4 SYP No.1 D MiTek recommends that Stabilizers and required cross bracing WEBS 2 X 4 SYP No.3 be installed during truss erection, in accordance with Stabilizer SLIDER Right 2 X 4 SYP No.2 3-2 -11 Installation guide. REACTIONS (Ib /size) 1= 823/0 -5-8, 11= 690/0 -5-4, 18= 2574/0 -5-8 Max Horz 1=- 455(LC 4) Max Upliftl=- 823(LC 1), 11=- 784(LC 7), 18=- 2452(LC 6) Max Gray 1= 667(LC 6), 11= 690(LC 1), 18= 2574(LC 1) FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 3711/1603, 2- 3=- 3905/1830, 3-4=-848/641, 4 -5 =- 546/1612, 5 -6 =- 921/1980, 6-7 = 949 -8 = 1605 /4882,8 -9 =- 1681/4865,9 -10 =- 1852/4875,10 -11 =- 1939/4858 BOT CHORD 1 -18 =- 1210/3040, 17- 18=- 1656/4063, 16- 17=- 549/1796, 15- 16=- 532/1803, 14 -15=- 454/635, 13-14= 2267/1350, 12- 13=- 2277/1333, 11 -12= 3875/1608 WEBS 2-18=-323/635, 3-18=-1682/3801, 3-17=-3100/1319, 4-17=-1171/1951, 4-15=-2504/1160, 5-15 =- 907/1348, 5-14 =- 41/286, 6 -144- 1993/803, 7- 14=- 542/1750, 7- 12=- 1910/363 NOTES (11 -14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.0psf, h =18ft; Cat. 11; Exp C; enclosed; MWFRS (low -rise) and C -C Exterior(2) zone; porch left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip } 1 1 1 1 I i / / / / DOL =1.60 \ \ \\ S S. /� / /1 / 3) Provide adequate drainage to prevent water ponding. \ .... • ' \• < 4) All plates are MT20 plates unless otherwise indicated. N. • `DENS � r ,(\' 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. \ E `` 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide wiH fit between the bottom chord and any other members. - 0 34869 — 7) All bearings are assumed to be SYP No.2 . — —_ 8) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity e : g — of bearing surface. — 8 : , I _ 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 1 =8 • '. • 4 11= 784, 18 =2452. T ••, STATE OF `• \ 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,� / 11) This manufactured product is designed as an individual building component. The suitability and use of this component for any i F� ORI , • \ C j particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ' .) ! \ \\ 12) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) /1 / / o NO AI 1- Ti \\\ 13) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 //1 // 1) I i 1 1 \\ \ E(S)-Standard standard December 1,2011 t ® WARNII'O - Verb,/ design parameters and READ NOTES ON VHS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with MRek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of bolding designer - not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibllity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall stricture is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quatty control, storage, delivery, erection and bracing, consult ANSI/Telt Qua81y Criteria, 058.89 and 8CSI1 Building Component Safely Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss (Truss Type Qty Pty 15104854 93544 T10 SPECIAL TRUSS 1 1 Job Reference (optional) Builders FlrstSource, Jacksonville, Fl 32244 7250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 13:40:41 2011 Page 2 ID:3Mvd 1 Ryl dwWl iQ6dV6VYxZyDyQp -1 BRmOKYXmMC6CIWSbOIHssGWYa16XHgH1 SE44UyDJj4 LOAD CASE(S) Standard ,\\1 II I /i / v s.k ' \ �J..- oCENSF'<�� * ' No 34869 :7. "0 * ct � STATE OF flllli► ► wJ December 1,2011 1 ■ A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLVIDED ASTER REFERENCE PAGE MI7 - 7473 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. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 1109 Coastal Bay Blvd. . is for lateral support of indMdual web members only. Additional temporary bracing to insure stability Coasa ity during construction h the responsibillily of the 1109 C o, FL l Bay erector. Additional permanent bracing of the overall structure 4 the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage. delivery. erection and bracing. consult ANSI/TPI1 Quay Crieda, 0511-89 and SCSI1 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. Job Truss Truss Type Qty Py 393544 T12 HIP TRUSS 1 1 15104 Builders Fkstsource, Jacksonville, F132244 Job Reference (optional) 7.250 s Aug 25 2011 Wok Industries, Inc. Thu Dec 01 13:40:44 2011 Page 2 11) This manufactured product is designed as an individual building component. The suitability and D:3 v o t for yDyQp - Sj7u1 MbQ3Hbg3mEDGXI _UUuQCnKAkbljjQTkhpyDJj' building designer per ANSI TPI 1 as referenced by the building code. any particular building is the responsibility of the 12) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 13) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard \ \ \ 011111j / / // • ' * No 34869 ="0 * CC — ' . • W ::: �� STATE OF •• ,t /. � •'•. FLOROP.•' 0 � � / / S S � o * A`` ►11111 WJ December 1,2011 t 1 ,A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 307 -7473 BEFORE USE. Design valid fa use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicabtity of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee or is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the 1109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, D511-88 and BCSI1 Building Component Solely Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. Job Truss Truss Type Qty Ply 15104656 • 393544 712 HIP TRUSS 1 1 Job Reference (optional) Buglers FkatSouree, Jacksonville, A 32244 7.250 a Aug 25 2011 MITek Industries, Inc. Thu Dec 01 13:40:44 2011 Page 1 ID:3Mvd1 Ry1 dwW1 iQ6dV6VYxZyDyQp -Sj7u1 MbQ3Hbg3mEOGXI _ UUuQCnKAkbljjQTkhpyDJj' 1 4-1 -3 1 9-1 -2 1 14-6 -8 1 19 -2 -15 23-11-6 1 211-0-0 1 33-1 -3 I 38 -5-14 1 4 3 - 11 - 15 6 4 4 4 5 - 3 5 Scab = 1:69.2 5x6 = 5x8 = 3x8 = 5 8 7 / � � \ 3x6 8 3x5 5x10 MT2OH \NB 5x8 ‹, 4 •- * - ii' 9 8.00 12 3 : �15 ' \ ', ' d �i kk�� d i • ` 2x4 2x4 7x8 = mar 10 �� 1 ! 3x6 "� r VIA 16 3x8 13 11 3x6 .b I 17 5x8 5x8 3x4 � � 12 1 4 4111 . 1 1 b_16 • 5x6 = 18 5.00 12 5x14 8x14 MT18H = 1 7 -9-4 8-�1 r 2 14-6-8 I 23 -0-14 I 30-7 -10 I 38 -5 -14 I 7 -9-4 0 -3-'14 6 -5-6 8-6-6 7-6-12 7 -10-4 Plate Offsets (X,Y): [1:Edge,0 -1 -01, [5:0-4- 4,0 -2.4], [7:0- 4- 4,0 -2 -41, [9:0- 5 -0,Edge], [12:0 -0- 13,0 -3-41, [18:0- 11 -0,0 -4-4] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.90 Vert(LL) 0.93 13 -15 >392 240 MT20 244/190 TCDL 7.0 Lumber lncrease 1.25 BC 0.94 Vert(TL) 0.83 13 -15 >437 180 MT2OH 187/143 BCLL 0.0 • Rep Stress Incr YES WB 0.91 Horz(TL) -0.40 12 n/a n/a MT18H 244/190 BCDL 5.0 Code FBC2007/TP12002 (Matrix) Weight: 228 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 `Except* TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc purlins. T5,T4: 2 X 4 SYP No.1 D BOT CHORD Rigid ceiling directly applied. BOT CHORD 2 X 4 SYP No.2 `Except` WEBS 1 Row at midpt 3 -17, 6 -17 B1: 2 X 6 SYP No.2, B2: 2 X 6 SYP SS, B5: 2 X 4 SYP No.1 D MiTek recommends that Stabilizers and required cross bracing WEBS 2 X 4 SYP No.3 be installed during truss erection, in accordance with Stabilizer OTHERS 2 X 4 SYP No.3 Installation guide. SLIDER Right 2 X 4 SYP No.2 3 -2 -11 REACTIONS (Ib /size) 1= 736/0 -5 -8, 12= 713/0 -5-4, 18= 2465/0 -5-8 Max Horz 1= 431(LC 4) Max Upliftl=- 836(LC 11), 12=- 829(LC 4), 18=- 2332(LC 5) Max Gray 1= 614(LC 5), 12= 713(LC 1), 18= 2465(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 3336/1474, 2 -3 =- 3499/1680, 4-5 =- 42/259, 5-6 =- 30/332, 6-7 =- 898/2192, 7- 8=- 1059/2277, 8-9 =- 1685/5118, 9 -10= 1761/5102, 10 -11 =- 1931/5101, 11 -12= 2017/5084 BOT CHORD 1 -18 =- 1150/2751, 17- 18=- 1506/3701, 16-17=-419/414, 15- 16= -405/442, 14 -15= 2521/1424, 13 -14 =- 2530/1407, 12- 13= -4067/1676 WEBS 2 -18 =- 274 / 546, 3 -18 =- 1653/3626,3 -17= 3180/1355,5 -17 =- 369/187,6 -17 =- 950/1556, 6-15 =- 1445/741,7 -15= 1073/359, 8- 15=- 498/1682, 8-13 =- 1852/348 NOTES (11 -14) 1) Unbalanced roof live loads have been considered for this design. \ \\ \ \ \ i I 1 / / / /// 2) Wi ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.0psf; h =18ft; Cat. 11; Exp C; enclosed; MWFRS (low -rise) and C -C ♦\\ S S. /// Exterior(2) zone; porch left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip , . • ' t! / i DOL =1.60 \ \GENS.... . �.[♦ 3) Provide adequate drainage to prevent water ponding. \ � % 4) All plates 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. - O 34869 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 wE:1 fit between the bottom chord and any other members. _ ri • 7) All bearings are assumed to be SYP No.2 . • /L I — 8) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capac ■ 0 '. .4 of bearing surface. .(\ ••• STATE OF 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) 1 : • F \ \ ♦♦ � • �6, • •. CORIOP • ••' 12= 829, 18 =2332. / 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. / / / / N AL ` \\ \♦ ■ / / / /111TH \ \\ Continued on page 2 December 1,2011 4 5 n WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU - 7473 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. Julius Lee Applicability of design paramenters and proper incorporation of component h responsibility of building designer - not truss designer. Bracing shown 1 109 Coastal Bay Blvd. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the Boynton, FL 33435 erector. Additional pemwnent bracing of the overaN structure 5 the responsibility of the building designer. For general guidance regarding fabrication, dually control, storage, delivery, erection and bracing, consutt ANSI/TPI1 Qualify Crtieda, DS9.89 and ICSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onolrio Drive, Madison. WI 53719. Job Truss Truss Type Qt Pl 393544 T13 HIP TRUSS 7 1 15104857 Builders FlrstSource, Jacksonville, Fl 32244 Job Reference (Optional) 7.250 s Aug 25 2011 MRek Industries, Inc. Thu Dec 01 13:40:45 2011 Page 2 ID:3Mvd1 Ry1 dWW1 iQ wvhGEhb2gajXhvpDgEgDI iRbPBfpT4Esy4CHDFyDJj0 11) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 12) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 13) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard \ \ \ 111111 1 / oCENSF • . ■• ▪ • \ * No 34869 • � � STATE OF � � s ' •.CORIDP` 0\�.. 'l/llll wJ December 1,2011 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ilw -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for on individual building component. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 8 the responsibility of the 1109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication. quality control. storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteda, DS! -89 and 9C5I1 {Wimp Component Safely information available from Truss Plate Institute. 583 D'Onofrio Drive, Modison. WI 53719. • Job Truss Truss Type Qty Ply 15104857 593544 T13 HIP TRUSS 7 1 Job Reference (optional) Bulders FkstSource, Jacksonville, Fl 32244 7250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 13:40:45 2011 Page 1 ID:3Mvd1 Ry1 dwW1 iQ6dV6VYxZyDyQp wvhGEhb2gajXhvpDgEqD1 iRbPBfpT4Esy4CHDFyDJj( 1 4 - 3 1 8 - 2 1 12 - 3 - 13 1 16 - R 1 91 - 11 - 6 1 28 - 0 33 - 3 I 36 I 4 3 -11 -15 4-2 -11 4-2-11 5-4-14 6 -0-10 5-1 -3 5-4-11 Scale = 1:72.8 5x6 = 5x8 = 8 7 EZ , 1:111 6x8% ii , 3x6 5 I 3x8 i 8 5x10 MT20H 2x4 I I 4 / 8.00 12 3 r,� g j � �1 . 2x4 \11 000 00 110.1.4 5x6 I I ` 2x4 e'� 10 f� 14 3x6 �� Y 2 , 10 16 3x8 13 ,4 11 3x6 �� It 8x10 % ` 3x4 \ `, tea• ` �_ d ti �� I' - 5x8 = 17 8x12 5.00 12 8x14 MT18H = I 7 -9-4 1 2 16-6 -8 23 -0-14 I 30 -7 -10 I 38 -5-14 I 7 -9-4 0-3-14 8-5-6 6-6-6 7-6-12 7 -10-4 Plate Offsets (X,Y): [1:Edge,0 - 1.41, [6:0 - 4 - 4,0 - 2.41, [7:0 12,0 - 2 - 0), [9:0 5 0,Edgel, [12:0 2 5,Edge1, [16:0 12,Edge), [17:0 10 8,0 - 4 - 01 LOADING (p SPACING 2 - CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL) 0.99 13 -15 >369 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.98 Vert(TL) 0.88 13 -15 >414 180 MT2OH 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(TL) -0.48 12 n/a n/a MT18H 244/190 BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 236 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2 -2-0 oc purlins. T5,T4: 2 X 4 SYP No.1 D BOT CHORD Rigid ceiling directly applied. BOT CHORD 2 X 4 SYP No.1D *Except" WEBS 1 Row at midpt 5 -17, 5-16, 7 -16, 7 -15 B1,B2: 2 X 6 SYP No.2, B3: 2 X 4 SYP No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2 X 4 SYP No.3'Except be installed during truss erection, in accordance with Stabilizer W3: 2 X 4 SYP No.2 Installation guide. SLIDER Right 2 X 4 SYP No.2 3-2 -11 REACTIONS (Ib/size) 1=- 638/0 -5-8, 12= 749/0 -5-4, 17= 2331/0 -5-8 Max Horz 1=-487(LC 4) Max Uplift1= 710(LC 11), 12 =- 824(LC 7), 17 =- 2118(LC 6) Max Gray 1=495(LC 5), 12 =749(LC 1), 17 =2331(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1- 2=- 3035/1300, 2- 3=- 3190/1509, 3-4 =- 2962/1390, 45 =- 2951/1508, 5-6=-336/927, 6-7=-224/856, 7-8=-1190/2471, 8-9=-1771/5335, 9-10=-1898/5317, 10-11=-2047/5283, 11 -12= 2134/5267 BOT CHORD 1- 17=- 985/2512, 16- 17= 442/1390, 15- 16= -448/737, 14-15 =- 2741/1574, 13- 14= 2751/1557, 12 -13 =- 4221/1774 WEBS 2 -17 =- 286/550,3 -17 =- 237 / 378,5 -17 =- 1908 / 4116 ,5 -16 =- 1708/743,7 -16 =- 8 7 -15= 2283/1075, 8-15=-551/1771, 8- 13=- 1819/339 NOTES (11 - 14) 1) Unbalanced roof live loads have been considered for this design. t, 1 I I [ / / / /// 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL =3.0psf; h =18ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) and C -C ` Exterior(2) \\ S S . {e; //, i xterior(2) zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip ,' . • • ' ' • L • • • pG 9 p EN •. F DOL =1.60 �\C SF i 3) Provide adequate drainage to prevent water ponding. -.. % 4) All plates 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. 0 34869 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 val fit between the bottom chord and any other members. _ � 7) All bearings are assumed to be SYP No.2 , 1 1 1 — 8) Bearing atjoint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capac 0 • of bearing surface. .(\ STATE OF .` 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 1 =7 t ' • ' �∎ ■ '•. F CORIOP.•' �� 12= 824,17 =2118. i s . 10) "Semi - rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. // s a ' � ` ,� / „ , O N ` 1`` Continued on p -ge 2 December 1,2011 4 t A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PACE 0w - 7473 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. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown rm Blvd. Bay al is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction u the responsibility 1109 Coosf lity of the Boynton, Coastal l Bay erector. Additional permanent bracing of the overall structure 8 the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/M1 Quaky Criteria, DSB -89 and ICSI1 Balding Component Safety Information available from Truss Plate Institute, 583 D'Onodo Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 393544 T16 PIGGYBACK BASE TRUSS 1 1 15104658 Builders Fkst.Source, Jacksonville, Fl 32244 Job Reference (optional) 7250 s Aug 25 2011 MITek Industries, Inc. Thu Dec 01 13:40:48 2011 Page 2 ID: 3Mvd1 Ry 1 dwW 1 iQ 6 dV 8 WxZyDyQp - 06EfS1cgburOJ3oPOyLSZv m9672CXU0Bkydiy .lj'+ 11) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 12) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 13) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard \\ \ \1lIIII /1 /// ■ ■ �J . • ��CENgF . �� ■ * - _ No 34869 * _ =Z7 i * CC - 0 ZU T •• STATE OF • ,� \ i �s •••.FLORIDP'.•• 0 ' / / / \\•• / 0t111110 \ ((. i u 0. i December 1,2011 I ■ ® WARNINO - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE FADE 1101 -7473 BEFORE USE Design valid for use only with ANTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee is tor lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibllity of the 1109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication. quality control, storage, delivery, erection and bracing. consult ANSI/M1 Quality Cdteda, BSB -89 and BCSIS Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. Job Truss Truss Type Qty Pry I510485e 393544 T113 PIGGYBACK BASE TRUSS 1 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 13:40:48 2011 Page 1 ID:3Mvd1 Ry1 dwW1 iQ6dV6VYxZyDyQp 06EfS1 cgburOJ3OPOyLSZv _m9672CXU0BkyrtiyD.lj" 1 4 1 19 1 16.6- -N 1 91 - 11 - R I 78-0 -0 1 33-1 -3 I 38-5-14 I 4-1 -3 8-2 -10 4-2 -11 5-4-14 6-0-10 5-1 -3 5-4 -11 Scale = 1:72.8 5x6 = 5x8 = 8.00 12 6 7 6x8 �i ro 3x6 ,� 5 3.6 ,� / as g 5x10 MT2OH IS 2x4 11 4 4. q x ' i 2x4 2x4 A 5x6 11 ` 4 . 10 2 �� 8x10 - 14 3x6 "� 10 sr 16 3x8 13 ;t. 11 3x8 ' 3x4 12 �, _ h- :i.: o d 5x6 = 17 8x12 5.00 12 8x14 MT18H = I 7-9-4 0 8 15 2 16 -6-8 I 21-11-6 23-0-14 30-7 -10 1 38 -5-14 1 7-9-4 -'14 8-5-6 5-4-14 '1 -1-8 7-6-12 7 -10-4 Plate Offsets (X,Y): [1:Edge,0 - 1 - 41, [6:0 - 4 - 4,0 - 2 - 41, [7:0 - 12,0 - 2 - 01, [9:0 5 0,Edgel, [12:0 2 5,EdgeL F16:0 4 12,Edge1, [17:0 10 8,0 - 4 - 01 LOADING (psi) SPACING 2 - 0 - 0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL) 0.99 13 -15 >369 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.98 Vert(TL) 0.88 13 -15 >414 180 MT2OH 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(TL) -0.48 12 n/a n/a MT18H 244/190 BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 236 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 *Except' TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc purtins. T5,T4: 2 X 4 SYP No.1 D BOT CHORD Rigid ceiling directly applied. BOT CHORD 2 X 4 SYP No.1D *Except* WEBS 1 Row at midpt 5-17, 5-16, 7 -15, 7 -16 B1,B2: 2 X 6 SYP No.2, B3: 2 X 4 SYP No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2 X 4 SYP No.3 'Except" be installed during truss erection, in accordance with Stabilizer W3: 2 X 4 SYP No.2 Installation guide. SLIDER Right 2 X 4 SYP No.2 3-2 -11 REACTIONS (Ib/size) 1 =- 638/0 -5-8, 17= 2331/0 -5-8, 12=749/0-5-4 Max Horz 1=- 487(LC 4) Max Upliftl=- 710(LC 11), 17= 2118(LC 6), 12=- 824(LC 7) Max Gray 1= 495(LC 5), 17= 2331(LC 1), 12= 749(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 1-2=-3035/1300, 2-3=-3190/1509, 3-4=-2962/1390, 4-5=-2951/1508, 5-6 =- 336/927, 6-7 =- 224/856,7 -8 =- 1190/2471,8 -9 =- 1771/5335,9 -10 =- 1898/5317,10 -11 =- 2047/ 11 -12= 2134/5267 BOT CHORD 1- 17=- 985/2512, 16- 17= -442/1390, 15 -16 =- 448/737, 14 -15 =- 2741/1574, 13-14=-2751/1557, 12-13=-4221/1774 WEBS 2- 17=- 286/550, 3-17=-237/378, 5-17=-1908/4116, 5-16=-1708/743, 7-15=-2283/1075, 7-16=-895/1433, 8-15 =- 551/1771, 8-13 =- 1819/339 NOTES (11 -14) 1) Unbalanced roof live loads have been considered for this design. \\ \\\ \ I 1 I / / / / / / 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf, BCDL= 3.0psf; h =18ft; Cat. 11; Exp C; enclosed; MWFRS (low -rise) and C-C ` \\ S S. K ,,, Exterior(2) zone; porch left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip N \ • • . • ( DOL =1.60 . • �\CENSF .. • 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. -- • '' * — / 5) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads- _ O 34869 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 a — _ fit between the bottom chord and any other members. _ • 7) All bearings are assumed to be SYP No.2 . • / t — 8) Bearing atjoint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capac • •. 41 of bearing surface. .(\ . .. STATE OF .• ._ 9 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 1 =7 r ,� F ' � 17= 2118, 12 =824. % `ss - ORID P . ` � � 1 "Semi - rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. / / / ; S / N A , - \\\ / / / /11111 \ \ \\ Continued on page 2 December 1,2011 3 - 1 n WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 9O1 - 7473 BEFORE USE. Design valid for use onty with Miaek connectors. This design is based only upon parameters shown. and is for an individual bulking component. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Blvd. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Boynton, 1 109 Coastal l Bay Bay erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TFIl Ouasly CrINrla, DS 5-89 and /CSII Belding Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. Job Truss Truss Type Qt Pl 393544 T18 S 15104660 Special Truss 5 1 Builders FlrstSource, Jacksonville, FI32244 Job e ptional) 7250 s Aug Referenc 25 2011 M Industries, Inc. Thu Dec 01 13:40:49 2011 Page 1 ID: Bn KyaP 91 TTco 9 slxsPyVzsyEN 2 p - ohwn43eyupDzAX7 _34u9BYbNto7dPxTStiAVLOyDJy I 6 - 10 1 10 - 0 1 13 - 0 1 19 95 - 3 1 39 - 0 I 38 - 5 - 14 6 - 10 3-10 -6 3-8-0 5 -10-10 5 -10-10 6-6-13 6-5-14 Scale = 1:56.0 6x8 ".=- 6x8 6 `�. :x4 3x4 2x8 � 8 3.50 1 5 �� 2x4 8.00 12 `4 • 3 W 10 R1 IC ra r 92 j ar 2 T1 5x8 = 13 i 12 11 3x6 = 3x8 = 4x6 = "� 3x4 = 3x4 = d 1 0I 0 5 I 4-3-12 1 6 -1 -10 I 13-8 -0 I 22 -5 -14 I 4 -3-12 1 -9-14 7-6-5 8 -9-14 Plate Offsets (X,Y): [3:0- 6- 10,0 -0-01, [3:6 -2 -1,1 -9-81, [6:0- 6- 9,0 -3 -01 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Udefi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.52 Vert(LL) 0.24 11 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.41 10 -11 >796 180 BCLL 0.0 * Rep Stress Incr YES WB 0.59 Horz(TL) 0.11 10 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 154 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 8 SYP SS *Except* TOP CHORD Structural wood sheathing directly applied or 3 -11 -5 oc purlins. T4,T3: 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-0 oc bracing. BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 1=- 124/0 -5-8, 10= 844/0 -5-8, 2= 1261/0 -3-8 Max Horz 1= 273(LC 6) Max Uplift1 =142(LC 4), 10=- 416(LC 5), 2=- 689(LC 6) Max Gray 1= 169(LC 6), 10= 844(LC 1), 2 =1261(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1- 2=- 320/295, 2- 3=- 440/393, 3-4 =- 1398/1231, 4-5 =- 1320/1257, 5-6= 1173/1120, 6 -7 = -1016 100 7,7 -8= -1801/ 1766 ,8 -9 =- 1883/1753,9 -10 =- 2226/2114 BOT CHORD 3-13 =- 928/1173, 12-13=-1281/1522, 11- 12=- 1281/1522, 10- 11=- 1940/2089 WEBS 5-13=-302/391, 6-13=-598/632, 7- 13=- 708/795, 7 -11 =- 307/435,9 -11= 392/555 NOTES (10 -13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.0psf; h =18ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) This truss has been designed for a 10.0 psf bottom chord live Toad 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) All bearings are assumed to be SYP No.2 . \ \ \ \ \ t I [ [ [ / / / / 7 7 6) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity \ \\ S S. f� - 0 of bearing surface. \ / •i • 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 1 =142,\ ■ • L \LENS - • •. ∎ '. 10= 416,2 =689. \ - 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. O 34869 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) This manufactured product is designed as an individual building component. The suitability and use of this component for any — — particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. — • 11) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) _ 12) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 3343 • / 4 •, STATE OF ._ LOAD CASE(S) StandardF ' •'• �\ • ,", " ONA` \1 \\ 11(11\ December 1,2011 1 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE iW.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee is fa lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1109 Coastal Boy Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication. quality control, storage, delivery, erection and bracing. consult ANSI/TPI1 Quality Crtieda, DSI -B9 and ICSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison. WI 53719. Job Truss Truss Type Qty Pry 15104859 333544 • T17 GABLE 2 1 Job Reference (optional) Builders FlrstSource, Jacksonville, Fl 32244 7250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 13:40:48 2011 Page 1 ID: BnKyaP91TTco9slxsPyVzsyEN2p KUMPsjew7V56YNYoVNNWeK 1 6 - 10 1 10 I 13-4-3 1 19-6-9 1 95-5 -3 1 13 I 36-5 6-1 -10 3 -10-6 3-4-3 6-2 -7 5-10-10 6-6-13 6-5.1 Scale = 1:60.0 6x8 2x6 6 2x4 H 2x4 11 4 11 2c4 11 2x6 II 2x6 II ST3 ` 2x 3712 3x4 2x4 1I s 7 3x4 �_ B 2x4 II 8x8 '',/ 1,P; 2x4 11 2x4 II 2x4 % 3.50 �- 2x8 I 5 ■ -� q 4 �\,� ' I' - 9 2x4 1120 3x5 tie 2x4 II 8.00 12 `'+ '� �4 I `i6 S T17 S ST20 10 \' 3 ST 11 3 S 2X4 I N p■ - 2x4 1 2x4 4X4 11 ._ 2 2x4 11 o Ti 5x8 = 2x4 II 2x4 II 2x4 II 2x4 II 14 2x4 II 13 2x4 11 2x4 11 12 2x4 11 2x4 11 2x4 11 4x10 — 2x4 11 3 = 2x4 11 2x4 11 3x4 = 4x6 % _ 3x4 = 2x4 1 1 2x4 I I 7x4 11 1 0 I 4-3 -12 1 6 -1 -10 1 134 -3 13-8 -0 22 -5 14 4-3-12 1 -9-14 7 -2 -8 0-243 8 -9-14 Plate Offsets (X,Y): [3:0 - 10,0 - 0 - OL [3:6 2 2,1 - 9 - 7], [6:0 6 9,0 - 3 - 01, [9:0 1 15,0 - 0 [11:0 - 12,0 - 2 - 0], [12:0 2 - 0,0 - 0 - 01 LOADING (psf) SPACING 2 - CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) 0.32 12 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.42 11 -12 >777 180 BCLL 0.0 • Rep Stress Incr YES WB 0.70 Horz(TL) 0.12 11 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix) Weight: 208 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3 -2 -5 oc purlins. T1,T2: 2 X 8 SYP SS BOT CHORD Rigid ceiling directly applied or 4 -0-15 oc bracing. BOT CHORD 2 X 4 SYP No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2 X 4 SYP No.3 be installed during truss erection, in accordance with Stabilizer OTHERS 2 X 4 SYP No.3 Installation guide. REACTIONS (Ib /size) 1=- 132/0 -5.8, 11= 843/0 -5-8, 2= 1270/0 -3 -8 Max Horz 1= 365(LC 6) Max Uplift 1= 177(LC 4), 11=- 682(LC 7), 2=- 1129(LC 6) Max Gray 1= 248(LC 6), 11= 843(LC 1), 2= 1270(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 1- 2=- 439/389, 2- 3= 441/392, 3-4=-1387/1219, 4-5=-1318/1243, 5-6=-1185/1133, 6-7 =- 1036/1014,7 -8 =- 2017/1951,8 -9 =- 2100/1938,9 -10= 2569/2470,10 -11 =- 2595 BOT CHORD 3-14 =- 913/1157, 13- 14=- 1423/1652, 12 -13 =- 1423/1652, 11- 12=- 2329/2483 WEBS 5-14=-280/403, 7-14=-806/899, 7- 12=- 3821520, 9-12=-580/743, 6-14=-599/640 NOTES (12 -15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf, BCDL= 3.Opsf; h =18ft; Cat. 11; Exp C; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 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 -2002. \ I I 1 1 1 11 / / / 4) Gable studs spaced at 1-4-0 oc. / /� 5) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads. \\` S S. K ',/ 6) • This truss has been designed for a live Toad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0 -0 wide will .\ • • • • • • • • • • . , c,[� "� fit between the bottom chord and any other members. . �IGENSF • •` , 7) All b are assumed to be SYP No.2 . � -- 8) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity- * of bearing surface. el o 34869 tA. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =1b) 1 =173, '- 11 =682, 2 =1129. • 8 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. ; 8 1 1 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 • 4 12) This manufactured product is designed as an individual building component. The suitability and use of this component for any .� STATE OF ... .,■• -- particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. R �• , 13) For special connections with reactions or uplifts Tess than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) % ` L ORID - • • •� \ • • 14) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay BNd. Boynton Beach, FL 334 ' /,,5 / ' p N A \ `\� LOAD CASE(S) Standard / / 1 / / I 1 I I I I \ `\ December 1,2011 I A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MG -7473 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. Julius Lee Applicability of design pararnenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 1109 Coastal Bay Blvd. Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction N the responsibility of the Boynton, FL 33435 erector. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/T1 Quality Criteria, 058 -89 and ICSI1 IWding Component Safely Information available from Truss Plate Institute. 583 D'Onotrio Drive. Madison, WI 53719. Job Truss Truss Type Qty Ply 393544 T20 Special Truss 1 1 15104662 Builders FlrstBource, Jacksonville, Fl 32244 Job Reference (optional) 7250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 13:40:50 2011 Page 1 I BnKyaP HtU9HPfAf7LgohiAdnPOk18XjCSS8LBb6MN2tTyDJix I 4-4-1 I R -4-10 I 13-R -0 19 - I 25 - I 391M I 4-4-1 4-0-9 5-3-6 5- 10-10 5-10-10 6-6-13 Scale' 1:56.6 4x8 8.00 R2 4 41 .1 . 3x4 3 x4 6 112 in 2x4 11 4 x 6 = r� 5 1 3x6 = 2x4 i 3.50 ZS w�� 8 N NN N 13 12 11 10 9 6x8 = 3x6 = 5x8 = 3x4 = 3x4 = 4x5 = 1 8-4-10 I 158 2 2 -5-14 I 32 -0-0 I 8 -9-14 9 - 6 - 2 Plate Offsets (X,Y): [4:0 3 11,0 - 2 - 01 LOADING (psf) SPACING 2 - CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) 0.46 11 -12 >824 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.63 Vert(TL) - 0.52 9-11 >735 180 BCLL 0.0 * Rep Stress Incr YES WB 0.82 Horz(TL) 0.13 8 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix) Weight 153 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -5-1 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 3-9-0 oc bracing. WEBS 1 Row at midpt 3-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 13= 1012/0 -5-8, 8= 1012/0 -5-8 Max Horz 13- 231(LC 4) Max Uplift13=- 436(LC 6), 8=- 479(LC 5) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 2 -3 =- 3183/2861, 3-4=-1814/1660, 4-5=-1587/1524, 5-6 =- 2363/2265, 6-7 =- 2446/2252, 7- 8=- 2775/2602 BOT CHORD 12 -13- 1577/1907, 11- 12=- 2722/3227, 10-11- 1770/2070, 9- 10=- 1770/2070, 8-9 =- 2405/2613 WEBS 2- 13=- 2048/1915, 2-12=-1226/1424, 3-12 =- 581/608, 3- 11=- 1885/1744, 4 -11 =- 990/1092, 5-11 =- 726/795, 5-9 =- 290/436, 7 -9 =- 376/538 NOTES (9-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =18ft; Cat. 11; Exp C; enclosed; MWFRS (low -rise) and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 ` `t 1 1 1 1 1 / / / 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. \\�\ S S.K /// 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 will .• • • / i fit between the bottom chord and any other members. ' ■\ \GENS, ' •. ∎,(� 6) All bearings are assumed to be SYP No.2 . 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except ()t =1b) 13=416, 6=479. _ O 34869 — 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. - • —_ 9) This manufactured product is designed as an individual building component. The suitability and use of this component for any particlli a ' building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. — e i 10) For special connections with reactions or uplifts Tess than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) -- • ' %1 11) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 334 - T STATE OF ••' .` \ LOAD CASE(S) Standard �s FL ORID P. (jam ■ 0 .. / . / ' . . 0 A.. . /// N \ \\ December 1,2011 1 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MII1-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is bused only upon parameters shown, and is for on individual building component. Applicabllity of design paramenters and proper incorporation of cornponent is responsibl1ity of building designer - not inns designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton. FL 33435 fabrication, quality control, storage, delivery. erection and bracing, consul ANSI/TPI1 Quality Criteria, D51-89 and BCSI1 Beading Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 15104661 393544 T19 Special Truss 1 1 Job Reference (optional) Builders FkstSource, Jacksonville, Fl 32244 7250 is Aug 25 2011 Week Industries, Inc. Thu Dee 01 13:40:49 2011 Page 1 ID: BnKyaP91TTco9slxSPyVzsyEN2p- ohwn43eYupDzAx7 _34u I 5.11 - I 10 i 13 - 1 19 - I 755-3 1 37-0 -0 I 5-11-8 4-0-8 3-8 -0 5-10-10 5 -10-10 6-6-13 Scale = 1:54.0 4x5 3 O:' 3x4 8.00 12 3x4 3x6 i 4 5 3.50 i 2x4 i �, 8 iv 6 5x8 i 13 9 8 11 10 12 3x4 = 3x4 = 4x5 — 6x8 — 3x8 - 22 32 I 13 -8 -0 I 8 -9-14 I 9-6-2 I 13-8 -0 Plate Offsets (X,Y): [t:0- 6- 10,Edgel, [3:0 -2- 11,0 -2 -01 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) 0.69 1 -11 >549 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.85 1 -11 >444 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.61 Horz(TL) 0.09 7 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix) Weight: 208 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4 -15 oc purlins. BOT CHORD 2 X 4 SYP No.2 "Except" BOT CHORD Rigid ceiling directly applied or 4-0 -12 oc bracing. B1: 2 X 8 SYP SS MiTek recommends that Stabilizers and required cross bracing WEBS 2 X 4 SYP No.3 be installed during truss erection, in accordance with Stabilizer OTHERS 2 X 8 SYP SS Installation guide. LBR SCAB 11 -12 2 X 8 SYP SS both sides REACTIONS (lb /size) 7= 1009/0 -5 -8, 12= 1009/0 -5-8 Max Horz 12=-234(LC 4) Max Uplift7= -472(LC 5), 12=- 262(LC 5) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1- 2=- 2931/2316, 2 -3 =- 1777/1570, 3-4 =- 1573/1401, 4 -5 =- 2356/2158, 5-6 =- 2438/2145, 6- 7=- 2766/2495 BOT CHORD 1- 13=- 1721/2351, 11 -13 =- 1721/2351, 10- 11=- 1698/2315, 9- 10=- 1666/2063, 8-9 =- 1666/2063,7 -8 =- 2302/2604 WEBS 3 -10 =- 986/1147,4 -10 =- 727/814,4 -8 =- 293/435,6 -8 =- 376/538,2 -11= 832/12 2 -10 =- 1151/966 NOTES (9-12) 1) Attached 10-0 -0 scab 11 to 12, both face(s) 2 X 8 SYP SS with 2 row(s) of 10d (0.131 "x3") nails spaced 9" o.c.except : starting at 4 -11 -8 from end at joint 12, nail 2 row(s) at 7" o.c. for 2 -0 -0. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.0psf, h =18ft; Cat. 11; Exp C; enclosed; MWFRS (low -rise) and C-C \ \\ \, t t 1 1 / / /,', Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 `\ S S. K / // 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ∎\ 4 � / i 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 will • )GENSF . • •, ", fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 . • * 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ile uplift at joint(s) except (jt=lb) 7=473 O 34869 _ 12 =262. — y 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. = e f r , • 1 9) This manufactured product is designed as an individual building component. The suitability and use of this component for any partic = 6 • 1//1 / 1 • building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. �t 10) For special connections with reactions or uplifts Tess than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) .4■ •• , STATE OF 11) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 334 , F ( *s • . C O RRD ..•' LOAD CASE(S) Standard /'., °N AV- i A�- � \4 \ \\ ///1 11111 1 \ \ \\ December 1,2011 1 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 8111 -7473 BEFORE USE. Design valid for use only vdth MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Julius Lee Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is 1109 Coastal Bay Blvd. the responsibBlity of the Boynton, s l Bay erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quotty control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, 056.69 and 8CSI1 6ulding Component Solely Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison. WI 53719. Job Truss Truss Type Qty Ply 393544 T22 Special Truss 1 1 15104664 Job Reference (optional) Builders FlrsiSource, Jacksonville, Ft 32244 7.250 s Aug 25 2011 Wok Industries, Inc. Thu Dec 01 13:40:52 2011 Page 1 ID: BnKyaP DGcwi5hRAkbY1 _rZkCSspADu178GcHAuZfP9yLyoJiv I 6 I 12 - 3 - 7 113 - 8 - 01 19.6 - 9 I 75 - 3 I 37 -0-0 I 6 5 - 11 - 13 1 5 - 10 - 10 5 6 - 6 - 13 Scale = 1:56.6 8.00 '11' 3x8 = 2x4 11 4x5 = 4 1 2 r', 3x4 3x4 5 8 n 1:� 2x4 i 3.50 12 8 4 ^ 1 I d 13 12 11 10 g '- 2x6 H 5x8 = 3x8 - 3x4 = 3x4 = 4x5 = I 6 -3-5 I 13-8 -0 I 22 -5-14 I 32-0 -0 I 6 -3-5 7-4-11 8 -9-14 9 -6-2 Plate Offsets (X,Y): [4:0 3 11,0 - 2 - 0] LOADING (psf) SPACING 2 - CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) 0.34 9 -11 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.61 Vert(TL) - 0.45 8-9 >838 180 BCLL 0.0 • Rep Stress Incr YES WB 0.66 Horz(TL) 0.09 8 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight 167 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -5-1 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 3 -11 -15 oc bracing. WEBS 1 Row at midpt 1 -12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 13= 1012/0 -5 -8, 8= 1012/0 -5-8 Max Horz 13- 233(LC 7) Max Upliftl3=- 558(LC 4), 8 =- 466(LC 5) FORCES (Ib) - Max. CompiMax. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 1 -13 =- 983/952,1 -2 =- 1162/1090,2 -3 =- 1163/1090,3 -4 =- 1738/1679,4 -5=- 1585/1480, 5-6=-2364/2233, 6-7=-2446/2220, 7-8=-2775/2569 BOT CHORD 12 -13= 0/340,11 -12 =- 1269/1688,10 -11 =- 1738/2072,9 -10=- 1738/2072,8 -9 =- 2373/2612 WEBS 1- 12=- 1336/1423, 2 -12- 381 /441, 3-12 =- 658/667, 3-11 =- 746/732, 4 -11 =- 1089/1174, 5-11 =- 719/809, 5-9 =- 293/429, 7 -9= 378/536 NOTES (9-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =18ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads. \ \ ] 1 (I I [ / / / / / / 5 " This truss has been designed for a live Toad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0-0 wide will \\ \\ 0 . S• K , . 0,, fit between the bottom chord and any other members. ..\* '. • . 6) All bearings are assumed to be SYP No.2 . • oGENs � -. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 13 =558, 8=466. • 0 34869 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) This manufactured product is designed as an individual building component. The suitability and use of this component for any partioul- — building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. — • II — GrA • 10) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) — f 6 1 - 11) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 3343 • '%f T •. STATE OF ,•• • \ LOAD CASE(S) Standard FL ORID b. ' • 0 //►lilt December 1,2011 4 I A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MR - 7473 BEFORE USE. Design valid fa use only with Mnek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responslbilllty of the 1109 Coastal Boy Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton. FL 33435 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Cdteda, 051.89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI53719. Job Truss Truss Type Qty Ply 15104863 293544 T21 Special Truss 1 1 Job Reference (optional) Builders FkstSource, Jacksonville, Fl 32244 7.250 s Aug 25 2011 MITek Industries, Inc. Thu Dec 01 13:40:51 2011 Page 1 I D: BnKyaP91 TTco9s1 xsPyVzsyE N2p- 132XVIgpPQTh PrGN BV WdGzhiXcnmtrilKOfcPvyDJiw I 5-4 -1 I 10-4-111 1 13-8 -0 I 19-6 -9 I 25-5-3 I 32 -0-1) I 5-4 -1 5-0-9 3-3-6 5-10-10 5 -10-10 6-6-13 Scale= 1:56.6 4x5 8.00 12 4 i' 3x4 2x4 I I 4x5 = , I 5 3x4 3.50 1.12 3x5 = 6 1 ' t� m :� 2x4 r IV1 �. 7 ...414&. 8 tv� 1 E7 E2 II _ l C 10 9 13 12 11 4x5 = 6x8 = 3x4 = 3x8 = 3x5 = 3x4 = 10-4 -10 I 13 -8-0 I 22 -5 -14 I 32 -0-0 I 10 -4-10 3-3-6 8 -9-14 9 Plate Offsets (X,Y): [4:0- 2- 11,0 -2 -0[ LOADING (psi) SPACING 2 -0-0 CSI DEFL in (Ioc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) 0.37 9-11 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.56 12 -13 >674 180 BCLL 0.0 • Rep Stress Incr YES WB 0.61 Horz(TL) 0.11 8 n/a n/a BCDL 5.0 Code FBC20077TPI2002 (Matrix) Weight: 160 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -5-1 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 3 -11 -12 oc bracing. WEBS 1 Row at midpt 2 -13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 13= 1012/0 -5 -8, 8= 1012/0 -5-8 Max Horz 13=- 229(LC 4) Max Uplift 13= 487(LC 4), 8= -473(LC 5) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 2 -3 =- 2159/1971, 3- 4=- 1772/1676, 4 -5 =- 1581/1504, 5-6=-2366/2253, 6-7 =- 2448/2240, 7-8 =- 2776/2588 BOT CHORD 12 -13= 1029/1367, 11- 12=- 1721/2179, 10 -11= 1760/2071, 9-10 =- 1760/2071, 8 -9 =- 2391/2613 WEBS 2 -13 =- 1582/1526,2 -12 =- 805/ 951,3 -12 =-451/ 508, 3 -11 =- 1018/920,4 -11 =- 1057 5 -11 =- 728/808,5 -9 =- 288/442,7 -9= 376/535 NOTES (9 -12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.0psf, h =18ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) and C -C Exterior(2) zone ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 \ `� \ \ 1 I I 1 I 1 / / / 3) Provide adequate drainage to prevent water ponding. \ S.K . , 4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. \\ 9 le 3 -6 -0 tall by N \ S / , // 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle b 2 -0-0 wide will fit between the bottom chord and any other members. \ \C S ' •. � � i 6) All bearings are assumed to be SYP No.2 . ■ 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 13 =4.7, 0 34869 _ 8=473. -- _ 8) "Semi -rigid pttchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. — • 9) This manufactured product is designed as an individual building component. The suitability and use of this component for any partiia ; • • building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) • '. 11) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 334. T STATE OF ' •,FCOR4D \ \ � LOAD CASE(S) Standard / ' • • • ' '' /I/llll\\ \ \ December 1,2011 1 ■ n WARNING - Verl fy design pammetsn and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M1I -7473 BEFORE MS. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Blvd. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibflify of the Boynton, 1109 Coastal l Boy Boy erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, OS1•89 and BCS11 guiding Component Safely Information available from Truss Plate Institute. 583 D'Onotrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Pl 15104888 393544 T24 Special Truss 1 1 , Job Reference (optional) Builders FlrstSource, Jacksonville, Fl 32244 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 13:40:53 2011 Page 1 ID: BnKyaP hS91wQi3x 2jPf6QIMrz5LOm21PTVLIG2oJ8jUoyDJu I 5-7 -0 I 10-10 -8 1 1:i -8-11 1 19-6.9 25-5 -3 I 39-0 -n I 5-7 -0 5-3-8 2 -9-8 5 -10-10 5-10-10 6-8-13 Scale = 1:56.6 4x5 8.00 F1Y 4 4x5 = rbr 3x4 4x5 = 2x4 II 3x4 1 2 5 8 3.50 112 � 2x4 15." '4' 7 0 i 1 ' ei N 13 12 11 10 9 r: 2x6 II 5x8 = 3x8 = 3x4 = 3 - 4x5 = 1 5-7-0 1 13-8-0 22 -5 -14 32-0-0 5-7 -0 8-1-0 1 8 -9-14 1 9-62 I Plate Offsets (X,Y): (4:0 -2- 11,0 -2 -01 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) 0.36 9-11 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.46 8 -9 >819 180 BCLL 0.0 * Rep Stress Incr YES WB 0.60 Horz(TL) 0.10 8 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 161 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -5-1 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 3 -11 -12 oc bracing. WEBS 1 Row at midpt 1 -12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 13= 1012/0 -5-8, 8= 1012/0 -5-8 Max Horz 13=-228(LC 4) Max Uplift13= 506(LC 4), 8=- 472(LC 5) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -13 =- 987/935, 1 -2 =- 1323/1215, 2- 3=- 1323/1215, 3-4=-1768/1675, 4-5=- 1585/1495, 5.6 =- 2363/2250,6 -7 =- 2446/2238,7 -8 =- 2774/2585 BOT CHORD 12- 13= 0/277, 11 -12 =- 1596/2003, 10-11=-1755/2073, 9- 10=- 1755/2073, 8- 9=- 2388/2611 WEBS 1 -12 =- 1435/1564, 2-12=-334/386, 3 -12 =- 821/815, 3 -11 =- 881/869, 4 -11 =- 1068/1156, 5-11 =- 723/813, 5-9 =- 293/425, 7 -9 =- 377/534 NOTES (9-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =18ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 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 Toads. \\‘011 I j (/ / / / 5 ) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will \\\ ` C J s. { � ' / / // fit between the bottom chord and any other members. \ . • • • • / • • 6) All bearings are assumed to be SYP No.2 . H . .. �tCENSF ' � 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) 13 =50 8=472. 0 34869 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis -- sis and design of this truss. 9) This manufactured product is designed as an individual building component. The suitability and use of this component for any particMl- : , _ B ,,,,e,,,, building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. — , 10) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) • 11) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 3343 • � ' .K\ •, STATE OF .• LOAD CASE(S) Standard °s '• FC ORIDP' •' 1 � \ i s, ■ rj)lll December 1,2011 • • a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE bff1 -7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramente and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee rs is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1109 Coastal Boy Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TM Quality Criteria, DS11-89 and BCSI1 Bolding Component Safely Information available from Truss Plate Institute, 583 D'OnoMo Drive, Madison, WI 53719. Job Truss Truss Type Qty PN 15104665 '.19354 T23 Special Truss 1 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Aug 25 2011 MITek Industries, Inc. Thu Dec 01 13:40:53 2011 Page 1 ID: BnKyaP9lTTco9slxsPyVzsyEN2p- hS91wQi3x2jPf8QIIwz5LOm21PTWLkE20JBjUoyDJiu I 6 - 7-0 I 17 - 10-0 1 8 19 I 75 1 39 I 6 - 7 - 0 6 3$ 9 5 -10-10 5 -10-10 6-6-13 Scale = 1:56.6 8.00 12 44 3x6 = 2x4 11 4x5 = 4 1 2 :h 354 3x4 u 5 3.50 12 � Zx i c w � � 7 J > 8 N s ens '-n r' iil. V 12 11 1 0 9 13 44 — 3x4 I I 5x8 = 3x8 = 3x4 = 3x4 = I 6-7 -0 1 13-8 -0 22 -5-14 1 32 -0-0 I 6-7 -0 7 -1 -0 8 -9-14 9-6-2 Plate Offsets (X,Y): 14:0 -3- 11,0 -2 -0] LOADING (ps() SPACING 2 -0-0 CSI DEFL in (Ioc) 1/deli Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) 0.34 9-11 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.45 8 -9 >846 180 BCLL 0.0 • Rep Stress Incr YES WB 0.67 Norz(TL) 0.09 8 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 170 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -5-1 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 4-0-1 oc bracing. WEBS 1 Row at midpt 1 -12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 13= 1012/0 -5-8, 8= 1012/0 -5 -8 Max Horz 13=- 246(LC 7) Max UpIift13=- 579(LC 4), 8= -463(LC 5) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -13 =- 981/959, 1- 2=- 1109/1050, 2-3=-1109/1050, 3-4 =- 1693/1648, 4 -5 =- 1587/1474, 5-6 =- 2363/2224, 6-7 =- 2446/2211, 7- 8=- 2775/2561 BOT CHORD 12 -13= 0/367,11 -12 =- 1148/1574,10 -11 =- 1728/2070,9 -10 =- 1728/2070,8 -9 =- 2365/2 WEBS 1 -12 =- 1304/1376,2 -12 =- 404/467,3 -12= 591/609, 3-11 =- 666/646,4 -11 =- 1030/1118, 5-11 =- 716/803, 5- 9=- 294/431, 7 -9 =- 379/538 NOTES (9 -12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf, BCDL= 3.Opsf; h =18ft; Cat. 11; Exp C; enclosed; MWFRS (low -rise) and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. \\ \ 1 1 ] I I 1 (/ / / // 4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. \ / S 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0-0 wide will \\\ ` • ' / / // / fit between the bottom chord and any other members. \" • • CEN$ . . •` , 6) All bearings are assumed to be SYP No.2 . E 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 13 =57Q, 8=463. - D 34869 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. _ 9) This manufactured product is designed as an individual building component. The suitability and use of this component for any particui: _ building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. e • r # A 10) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) wJ 11) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address; 1109 Coastal Bay Blvd. Boynton Beach, FL 3343 • '. . .(\ •. STATE OF LOAD CASE(S) Standard \s • . c ' LOR tD n • c ' '' 1 0 1111lt \\ December 1,2011 A WARNING - FeNJy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE LQI -7473 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. Julius Lee Applicability of design paramenters and proper incorporation of component a responsibility of building designer - not truss designer. Bracing shown Coastal Bay Blvd. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibility 1109 lity of the Boynton, st l Bay erector. Additional permanent bracing of The overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Qualty Crtieda, DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison. WI 53719. Job Truss Truss Type Qty Ply 393544 T26 Special Truss 1 1 15104666 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Aug 25 2011 MRek Industries, Inc. Thu Dec 01 13:40:55 2011 Page 1 ID: BnKyaP91TTco9slxsPyVzsyEN2p- dgH2K6jJTfz7uSa8QL ?ZQprMmD78pZ5LFddpZgyDJk 1 3 -5-4 1 6-10 -8 i 13-8 -0 I 19-6-9 I 95-5 -3 I :19 -0-0 I 3-5-4 3-5-4 6-9 -8 5 -10-10 5-10-10 6-6-13 Scale = 1:56.6 4x10 4 8.00 12 3x4 3x4 5 6 3.50 [12_ 3x4 5x7 = - 5x6 — 7x8 = 4-'1 v 7 di lig Ii - Y Y - Y —r] - - y 11 15 14 13 12 _ 10 9 4x5 = 2x6 11 5x7 = 5x6 = 7x8 = 3x4 3x4 = 2x4 II I 3 -7-0 I 6-10 -8 I 13-8-0 19-6-9 I 25-5 -3 I 32 -0-0 I 3 -7-0 3 -3-8 6-9-8 5 -10-10 5 -10-10 6-6-13 Plate Offsets (X,Y): [4:0- 7- 11,0 -2 -0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.75 Vert(LL) 1.11 12 -13 >342 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -1.19 12 -13 >318 180 BCLL 0.0 * Rep Stress Incr YES WB 0.97 Horz(TL) 0.14 8 n/a n/a BCDL 5.0 Code FBC2007/rPI2002 (Matrix) Weight: 155 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-11 oc purlins, except BOT CHORD 2 X 4 SYP M 31 end verticals. WEBS 2 X 4 SYP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 3-2 -11 oc bracing. W2: 2 X 4 SYP No.2 WEBS 2 Rows at 1/3 pts 3 -12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 15= 1012/0 -5-8, 8= 1012/0 -5-8 Max Horz 15=- 233(LC 4) Max UpIift15=- 433(LC 6), 8=- 482(LC 5) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -15 =- 969/887, 1- 2=- 3170/2821, 2- 3=- 5513/4934, 3-4=-1840/1655, 4-5=-1607/1548, 5.6 =- 2123/2066, 6-7 =- 2203/2054, 7 -8 =- 2809/2576 BOT CHORD 13-14=-2700/3170, 12 -13 =- 4933/5628, 11- 12=- 1755/2072, 10- 11=- 1755/2072, 9 -10 =- 2378/2633, 8- 9=- 2378/2633 WEBS 2 -14 =- 782/729, 3- 13=- 730/750, 3-12=-4190/3859, 4-12=-930/1053, 5-12=-719/744, 5- 10=- 163/280,7 -10= -603/658,1 -14 =- 2798/3148,2 -13 =- 2196/2433 NOTES (9-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =18ft; Cat. 11; Exp C; enclosed; MWFRS (low -rise) and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 { I I I 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. \\` S S • K //� 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 \ ` • '' ' ' • ' ' • ' - 'i fit between the bottom chord and any other members. ��GEN$ • . �,(� 6) All bearings are assumed to be SYP No.2 . � ` _ ` 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 482. — 15 =413, O 3A Q Q * 8 _ 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. - — 9) This manufactured product is designed as an individual building component. The suitability and use of this component for any particula - building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) — • � f 11) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 334 • T '• STATE OF .0 \ •'•,FCORIDh. •• ■ • LOAD CASE(S) Standard i /j ... .,\ `\ �,//ONIAk•- 0 \�` December 1,2011 3 t A WARNING - Verijy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 1109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsiblity of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Crdeda, DS11-89 and ICSI1 Building Component Safely Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply , 393544 T25 Special Truss 1 1 15104687 Job Reference (optional) Builder FlrstSource, Jacksonville, Fl 32244 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Dec 01 13:40:54 2011 Page 1 ID: BnKyaP9lTTco9slxsPyVzsyEN2p- 9ejg7mihiLrGGl7ysdUKubJDjppi49GB1zuGOEyDJ t 1 4-7-fl 1 8-10-8 13-5-0 I 19-6-9 75-5-3 1 32 -11-0 4-7-0 4-3-8 4-9-8 5 -10-10 5-10-10 6-6-13 Scale = 1:56.6 4x8 8.00 12 4 V 5 3x4 3x4 6 3.50 /2 3x8 = 2x4 I 4x5 t3 .� VI \ loof 2x4 i a N 1, ,Mkallilip.. 1.1 . 8111111111111111 119 -‘111111111111411t ed : -.111111 1.111■ . * ■AliIIIIIIIIIIIIIIIIIIIIMe.... F 13 12 11 10 9 2x6 11 5x8 = 5x8 = 3x4 = 3x4 = 4x5 = 1 4-7 -0 1 13 -8-0 1 22 -5-14 1 32 -0-0 1 4-7-0 9-1 -0 8 -9-14 9-6-2 Plate Offsets (X,Y): (4:0- 3- 11,0 -2 -0] LOADING (pst) SPACING 2 -0 -0 CSI DEFL in (loc) Ildefl Lid PLATES GRIP TCLL 20.0 Plates Increase 125 TC 0.58 Vert(LL) 0.42 9-11 >903 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.61 Vert(TL) - 0.49 8-9 >777 180 BCLL 0.0 • Rep Stress Incr YES WB 0.81 Horz(TL) 0.12 8 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 155 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -5-1 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 3-11 -9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 13= 1012/0 -5-8, 8= 1012/0 -5-8 Max Horz 13 — 231(LC 4) Max Upliftl3=- 437(LC 6), 8=- 478(LC 5) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -13 =- 991/907, 1-2=-1759/1565, 2-3=-1759/1565, 3-4=-1808/1658, 4-5=-1589/1514, 5-6 =- 2362/2266,6 -7 =- 2445/2253,7 -8 =- 2774/2602 BOT CHORD 11 -12 =- 2418/2835,10 -11 =- 1768/2072,9 -10 =- 1768/2072,8 -9 =- 2404/2611 WEBS 1 -12 =- 1722/1942,2 -12 =- 253/289,3 -12 =- 1215/1196,3 -11= 1521/1484,4 -11 =- 1003/1108, 5 -11 =- 722/805, 5-9 =- 295/419, 7-9=-377/536 NOTES (9-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =18ft; Cat. 11; Exp C; enclosed; MWFRS (low -rise) and C -C Exterior(2) zone;C -C for members and forces 8 MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 5) * This has e been designed for a live p load of 20: psf on load chord i all areas where a ny other li rectangle 3-6 -0 tall by 2 -0 -0 wide will ,� t ] I I i ] / / / i // fit between the bottom chord and any other members. `\\ S S• K / /// ,.. 6) All bearings are assumed to be SYP No.2 . N • • • / 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 13 =43\* • oCENS • • ,� 8=478. - 8) 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O 34869 9) This manufactured product is designed as an individual building component. The suitability and use of this component for any partiata r — building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. — 10) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) _ • 11) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 e • 6 f - 4. LOAD CASE(S) Standard .(\ •. STATE OF .` i F tORIDP •• c; / /1 t'" 1 11111 December 1,2011 1 r A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 0111.7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for an individual building component. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 09 Coastal 8 Blvd. Is for lateral support of individual web members only. Additional temporary bracing to insure stobBity during construction is the responsibillity of the 11 11 Boynton, Coastal 33 5 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Y fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/M1 Quality Cr1•d0, DSI -88 and 5CSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. OCTOBER 25, 2010 TRUSSED VALLEY SET DETAIL ST- VALLEY HIGH WIND1 1 11 I ® MiTek Industries, Chesterfield, MO Page 1 of 1 &AflD GENERAL SPECIFICATIONS L �j 1. NAIL SIZE = 3" X 0.131" = 10d ( 2. WOOD SCREW = 3" WS3 USP OR EQUIVALENT DO NOT USE DRYWALL OR DECKING TYPE SCREW MiTek Industries, Inc. 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL A GABLE END, COMMON TRUSS 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE OR GIRDER TRUSS INDIVIDUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6. NAILING DONE PER NDS - 01 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. 1 I Y__ —� T - - -II 11 � -- II �- I h II II it II II I II � II II 11 II ° i I I I II II II II II II 1 if n W n li II I, /I II 1 II II li II ❑ I I I I I I I II I Ij I BASE TRUSSES VALLEY TRUSS TYPICAL -, - -- VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS P 12 OR GIRDER TRUSS • ,I, _________...-- \ T SEE DETAIL A BELOW (TYP.) \ \\ \ 1 ,i" " SECURE VALLEY TRUSS W/ ONE ROW OF 10d WIND DESIGN PER ASCE 7 -98, ASCE 7 -02, ASCE 7 -05 NAILS 6" O.C. \ MAXIMUM WIND SPEED = 146 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 ATTACH 2x4 CONTINUOUS INTO NO.2 SYP \ I TO THE ROOF W/ TWO USP WS3 (1/4" X 3 ") CATEGORY A 11 BUILDING • WOOD SCREWS EACH BASE TRUSS. EXPOSURE • ( I 1 0111/1/0 / WIND DUR OF LOAD INCREASE : 1.60 1 1 \\\\ OS. S.{( 4 o MAX SPACING = 24" O.C. (BASE AND VALLEY) I \ Jam. •• '. "••'•• i MINIMUM REDUCED DEAD LOAD OF 6 PSF ' I \ r1 / -- ` \-\CENSF �� . ON THE TRUSSES �1 _ *' N 3486 • \~ O .' • 22/1 • � � STATE OF ••• DETAIL A • •. FCORIO".• • 0 S (NO SHEATHING) �'' /,�ONIA`, \ \\ \ \� N.T.S. 1109 COASTAL BAY BOYNTON BC,FL 33435 August 10, 2010 T -BRACE / I -BRACE DETAIL WITH 2X BRACE ONLY ST - T -BRACE 2 1 II 1 ® MiTek Industries, Chesterfield, MO Page 1 of 1 IlIiiLIIi Note: T- Bracing / I- Bracing to be used when continuous lateral bracing is impractical. T -Brace / I -Brace must cover 90% of web length. lL [7 Note: This detail NOT to be used to convert T -Brace / I -Brace MiTek Industries, Inc. webs to continuous lateral braced webs. Nailing Pattern Brace Size T -Brace size Nail Size Nail Spacing for One -Ply Truss 2x4 or 2x6 or 2x8 10d 6" o.c. Specified Continuous Rows of Lateral Bracing Note: Nail along entire length of T -Brace / I -Brace Web Size 1 2 (On Two -Ply's Nail to Both Plies) 2x3 or 2x4 2x4 T -Brace 2x4 I -Brace 2x6 2x6 T -Brace 2x6 I -Brace _ 2x8 2x8 T -Brace 2x8 I -Brace Nails \ k Brace Size for Two -Ply Truss ,., Specified Continuous '\ Rows of Lateral Bracing ,, / SPACING Web Size 1 2 2x3 or 2x4 2x4 T -Brace 2x41 -Brace 2x6 2x6 T -Brace 2x6I -Brace WEB \ ,�, 2x8 2x8 T -Brace 2x8 I -Brace \k `• T -Brace / I -Brace must be same species and grade (or better) as web member. \ \\ / T -BRACE i // \ \ttIlII,,, 4 , J �� v . .....: K 4 '',/, , \ ��GENS .�� Nails Section Detail � _ * • ' Ni 34869 per. \ ; �° 6/22/11 � , �� STATE OF Web % '••• P t. ORIDP'.•'-6 6 Nails / / � / //NAV-, 00 1109 COASTAL BAY I T I BOYNTON BC,FL 33435 Web y I -Brace Nails FEBRUARY 8, 2008 LATERAL BRACING RECOMMENDATIONS ST- STRGBCK L 11 1 C Rt) MiTek Industries, Chesterfield, MO Page 1 of 1 am TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, \ 2x6 "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. MiTek Industries, Inc. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE USE METAL FRAMING ATTACH TO VERTICAL SCAB WITH (3) - tOd NAILS FACE OF CHORD INTO EDGE OF STRONGBACK ANCHOR TO ATTACH WEB WITH (3) - tOd NAILS (0.131" x 3 ") (DO NOT USE DRYWALL TYPE SCREWS) TO TOP CHORD (0.131 "x 3 ") ATTACH TO VERTICAL \ WEB WITH (3) - 10d NAILS \, ,+ (0.131"x 3 ") 20.1WAll ,, T pelA or VIII ' i 1 \ BLOCKING BEHIND THE --- ATTACH 2x4 VERTICAL TO FACE CHORD ATTACH TO AT C VERTICAL WEB IS OF TRUSS. FASTEN TO TOP AND A TWO C " x R RECOMMENDED WHILE BOTTOM CHORD WITH (2) - 10d WOOD SCREWS (.216" DIAM.) NAILING THE STRONGBACK ` NAILS (0.131" x 3 ") IN EACH CHORD 4IN/ / / / 1 \ USE METAL FRAMING ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE ANCHOR TO ATTACH ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS FACE OF CHORD INTO EDGE OF TO BOTTOM CHORD WEB WITH (3) - 1 NAILS (0.131" x 3 ") STRONGBACK (DO NOT USE (0.131" x 3 ") DRYWALL TYPE SCREWS) ``1 1111 111// / / TRUSS 2x6 ++ 4 -0 -0 WALL yBLOCKING \ \ ‘ .;• \ 3 S S / //i STRONGBACK (TYPICAL SPLICE) (BY OTHERS)' (BY OTHEfl) \ .. • • • • •. //� �\\;.. • �10 E • N • . F� = _ _ m . . h- ■ * N 34869 , 0 . 6/22/11 // ti — STATE OF , , THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, 'i • •. OR10?'. •' C DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' -0" LONG // S • . C \\\ OC 3B" x N EREDLON THE PLCE AND JOINED WITH (12) SPACED. 10d NAILS " / /,, ON - ALTERNATE METHOD OF SPLICING: 1109 COASTAL BAY OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' -0" AND FASTEN WITH (12) - 10d BOYNTON BC, FL 33435 NAILS (0.131" x 3 ") STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) JANUARY 1, 2009 LATERAL TOE -NAIL DETAIL ST- TOENAIL SP 1 11 I U MiTek Industries, Chesterfield, MO Page 1 of 1 n NOTES: .TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER I �� I AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND ' ' ' EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. - E 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH 1\ /( AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MiTek Industries, Inc. 3 ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) THIS DETAIL APPLICABLE THE THREE END DETAILS SHOWN BELOW DIAM. SYP DF HF SPF SPF - S m .131 88.0 80.6 69.9 68.4 59.7 z • .135 93.5 85.6 74.2 72.6 63.4 VIEWS SHOWN ARE FOR ;r, .162 108.8 99.6 86.4 84.5 73.8 ILLUSTRATION PURPOSES ONLY Z .128 74.2 67.9 58.9 57.6 50.3 .131 75.9 69.5 60.3 59.0 51.1 SIDE VIEW N .148 81.4 74.5 64.6 63.2 52.5 3 NAILS / i NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE -NAIL. \ APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. \ 1 NEAR SIDE EXAMPLE: \\ I NEAR SIDE (3) - 16d NAILS (.162" diam. x 3.5 ") WITH SPF SPECIES BOTTOM CHORD For Toad duration increase of 1.15: 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.5 lb Maximum Capacity ` _ � --,, ,\ ■ ANGLE MAY • ANGLE MAY VARY FROM \ ANGLE MAY \ VARY FROM V \ V TO FROM \ VARY FROM \ 30 TO 60° 30 °TO 60° 45.00° 45.00 ° ' - 45.00° / _ 2 I 1 111111111 // ,J\' ' .6-CE . 4.C`0' : - * Nt 34869 'fop ' • 6/22/11 (V; STATE OF % ''•!LORIDI''.•• 0 N i �� / / ...... , , S / / ON . A1.. .-\'.\\ \\ \\ 1\ 1109 COASTAL BAY BOYNTON BC,FL 33435 JANUARY 1, 2009 Standard Gable End Detail ST -GE120 -001 i 1i / I 1E-1 MiTek Industries, Chesterfield, MO � 2xpi Vcaal l _ W ca L-Brace Nailed To ` , Ty_ x4ls W/1 0d Nails, 6" o.c. Vertical Stud �� u 1 Vertical Stud ( - 16d Common , — DIAGONAL n M W ire Nails o �\ BRACE MiTek Industries, Inc. 16d Common SECTION B -B e0 Wire Nails DIAGONAL BRACE / -.—i- Il Spaced 6" O.C. 4' - O.C. MAX .. . (2) - 10d Common MME -- '-- 2x6 Stud or Wire Nails into 2x6 En 2x4 No.2 of better TRUSS GEOMETRY AND CONDITIONS , /..--- - SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace Nailed To 2x_ Verticals w /(4) -10d Common Nails A�* �,; \\ Varies to Common Truss SECTION A A 2x4 Stud (4KAT iii.4(or / / / — or. ...... ( y. Al SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING A TO TRUSSES WITH (2) - 10d NAILS AT EACH END. * * �Y • ATTACH DIAGONAL BRACE TO BLOCKING WITH L• .. 3x4 = (5) - 10d COMMON WIRE NAILS. _ B , B (4) - 8d NAILS MINIMUM, PLYWOOD 2112E111////MA - --., ,,,j SHEATHING TO 2x4 STD SPF BLOCK is - Diagonal Bracing ** - L- Bracing Refer Refer to Section A -A to Section B -B 24 "Max Roof Sheathin• NOTE: y , 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. —i,IIH W♦�Sr / 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND 1' 3" WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. Max. (2) 10 � � (2) - 10d NAILS ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT // [WA BRACING OF ROOF SYSTEM. ♦ le 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB / OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. ♦♦ Z\ 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF 0 ♦ / DIAPHRAM AT 4' -0" O.C. ♦ /Trus" -s @ 24" o.c. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A �. ♦♦ 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL 0y, X / r BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. 2 6 DIAGONAL BRACE SPACED 48" O.C. (REFER TO SECTION A -A) Diag. Brace / / ATTACHED TO VERTICAL WITH (4) -16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. at 1/3 point COMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. TO BLOCKING WITH (5) - 10d COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed ., �` TYPE TRUSSES. \ End Wall l; \—. HORIZONTAL BRACE (SEE SECTION A -A) 2 DIAGONAL Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT tud Siz Spacing Brace L -Brace L -Brace BRACE 1/3 POINTS \\ \\ \ \ vs t S Spees and Grade Maximum Stud Length `� �J � • ' • < �� i, � 2x4 SPF Std/Stud 12" O.C. 4 -3 -2 4 -7 -6 6 -6 -5 8 -6 -3 12 -9 -6 . F 2x4 SPF Std/Stud 16" O.C. 3 - 10 - 7 4 - 0 - 0 5 - 7 - 13 7 - 8 - 14 11 - 7 - 5 - l .• . N a 34869 • 2x4 SPF Std /Stud 24" O.C. 3 -2 -0 3 -3 -2 4 -7 -6 6 -4 -0 9 -6 -0 _ • f _ +� l CC ,< Diagonal braces over 6' -3" require a 2x4 T -Brace attached to — • L J Z one edge. Diagonal braces over 12' -6" require 2x4 I- braces . 0 Lu STATE OF attached to both edges. Fasten T and I braces to narrow edge •• "G' of web with 10d common wire nails 8in o.c., with 3in minimum i F CORIO P .•' 0 ` ‘ � • end distance. Brace must cover 90% of diagonal length. �i S \\ (M U AXIMM WINn SPFFn - 12n MPH I ///,/ `` MAX MEAN ROOF HEIGHT = 30 FEET 1109 C OASTAL BAY CATEGORY II BUILDING EXPOSURE B or C BOYNTON BC , FL 33435 ASCE 7 -98, ASCE 7 -02, ASCE 7 -05 STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. 6/22/11 DURATION OF LOAD INCREASE : 1.60 CONNECTION OF BRACING IS BASED ON MWFRS. JANUARY 20, 2011 STANDARD PIGGYBACK ST - PIGGY TRUSS CONNECTION DETAIL MiTek Industries, Chesterfield, MC il WILD CRS MAXIMUM WIND SPEED = REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT = 30 FEET MAX TRUSS SPACING = 24 " O.C. 1 ■ . 1 CATEGORY II BUILDING ` ' ' " EXPOSURE B or C ASCE 7 -02, ASCE 7-05 DURATION OF LOAD INCREASE : 1.60 MiTek Industries, Inc. DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER /DESIGNER ARE REQUIRED. A - PIGGBACK TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN E WITH (2)0.131" X 3.5" TOE NAILED. \ B - BASE TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. l C - PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24" O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. A — -. \ CONNECT TO BASE TRUSS WITH (2) 0.131" X 3.5" NAILS EACH. 0.2 X X 4' -0" SCAB, SIZE AND GRADE TO MATCH TOP CHORD OF PIGGYBACK TRUSS, ATTACHED TO ONE FACE, CENTERED ON INTERSECTION, WITH (2) ROWS OF 0.131 "X 3" NAILS @ 4" O.C. \ SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. IN BOTH 1� 111` —®„ DIRECTIONS AND: 1. WIND SPEED OF 90 MPH OR LESS FOR ANY PIGGYBACK SPAN, OR 11•®11=®1111■1■111111®11 /Lik 2. WIND SPEED OF 91 MPH TO 140 MPH WITH A MAXIMUM ism �' PIGGYBACK SPAN OF 12 ft. E - FOR WIND SPEEDS BETWEEN 101 AND 140 MPH, ATTACH ■ MITEK 3X8 20 GA Nail -On PLATES TO EACH FACE OF TRUSSES AT \ C 72" O.C. W/ (4) 0.131" X 1.5" PER MEMBER. STAGGER NAILS FROM l OPPOSING FACES. ENSURE 0.5" EDGE DISTANCE. 1 (MIN. 2 PAIRS OF PLATES REQ. REGARDLESS OF SPAN) ) j L. -.. B 1 D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: a�; : =I \�I` REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail -On v: . PLATES AS SHOWN, AND INSTALL PURLINS TO BOTTOM EDGE OF BASE "\,I I�, \, , \ I` TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE �,- `� \j TRUSS MITEK DESIGN DRAWING. ,^�I SCAB CONNECTION PER ►� . 4. c - NOTE DABOVE �11 • \� 4I \ This sheet is provided as a Piggyback connection ., ' N S Itit.,-- ,&k:k. — All \ FOR ALL WIND SPEEDS, ATTACH MITEK 3X6 20 GA Nail - On PLATES TO detail only. Building Designer is responsible for all \.' � EACH FACE OF TRUSSES AT 48" O.C. W/ (4) 0.131" X 1.5" PER MEMBER. permanent bracing per standard engineering practices or STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5" EDGE DISTANCE. refer to BCSI for general guidance on lateral restraint '\ and diagonal bracing requirements. 0 1 1 1 1 1) \ VERTICAL WEB TO FOR LARGE CONCENTRATED LOADS APPLIED � ` \` \ v5 S • / ///i EXTEND THROUGH " " i BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: ... �>, ' •.. OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE, GRADE, AND MUST LINE UP * ' �i►1 AS SHOWN IN DETAIL. N 34869 2) ATTACH 2 x x 4' -0" SCAB TO EACH FACE OF — 4i _ — r TRUSS ASSEMBLY WITH 2 ROWS OF 10d (0.131" X 3 ") NAILS _ SPACED 4" O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH • VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) 6/22 / 11 W • (MINIMUM 2X4) i 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM STATE OF .� 1 CONCENTRATED LOAD OF 4000 LBS ( @1.15). REVIEW i F�ORID � ` s BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS '/ / S1 ' • • • • • • ' ` ` \■ � GREATER THAN 4000 " 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, '� / /1 \ �� ip NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. / ! 011110‘ 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH 1109 COASTAL BAY THE PIGGYBACK AND THE BASE TRUSS DESIGN. BOYNTON BC, FL 33435 JANUARY 1, 2009 Standard Gable End Detail ST -GE140 -001 I 11 1 ® MiTek Industries, Chesterfield, MO T V[77 Verticals Typical _x4 L-Brace Nailed To v I 2x_ Verticals W /10d Nails, 6" o.c. Vertical Stud `` r �� Vertical Stud Wire - Nails Common Wi re Nail , B a � MiTek Industries, Inc. 16d Common SECTION B -B Lii■ Wire DIAGONAL BRACE ► � � � Spaced 6" o.c. 4•-0" O.C. MAX (2) - 10d Common . � � . 2x6 Stud or Wire Nails in to 2x6 I , � 2x4 No.2 Nails of better � TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. r_ Typical Horizontal Brace Nailed To 2x Verticals 12 SECTION A A 2xa stud w /(4) -tOd Common Nails A�,t �� © \� Varies to Common Truss \ SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST AIRK„Ar........„Ar.„....„ArC„„.„.AK„„,„„ DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. \ i N �� 3x4 = ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d COMMON WIRE NAILS. (4) - 8d NAILS MINIMUM, PLYWOOD "'A�' /� ��AA��A%I��%11 SHEATHING TO 2x4 STD SPF BLOCK is - Diagonal Bracing ** - L- Bracing Refer Refer to Section A -A to Section B -B 24" Ma Roof Sheathin. NOTE: • 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. a —:NMPE /402rJ / 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND i" � WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1' -3" I 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. Max. (2) 1 / �� ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT r� (2) - 10d NAILS BRACING OF ROOF SYSTEM. / 40° 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB / OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF I --. DIAPHRAM AT 4' -0" O.C. /TrUS " -s @ 24" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A I . � / 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL i.m BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. / ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. \ / A DIAGONAL BRACE SPACED 48" O.C. (REFER TO SECTION A -A) Diag. Brace ATTACHED TO VERTICAL WITH (4) -16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. at 1 /3 p oint / COMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. - a• , TO BLOCKING WITH (5) - 10d COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed _, \ TYPE TRUSSES. End Wall _.— HORIZONTAL BRACE �, (SEE SECTION A -A) 2 DIAGONAL Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT \ ��111 1 i i i 1 / f /// Stud Size Spacing Brace L -Brace L -Brace BRACE 1/3 POINTS � V `S K // / Species ■• \.� ' // and Grade Maximum Stud Length �J �`GENSF . F� 2x4 SPF Std/Stud 12" O.C. 3-10-1 3 11 -7 5-7-2 7-8-2 11-6-4 * N 34869 . 2x4 SPF Std /Stud 16" O.C. 3 -3 -14 3 -5 -1 4 -10 -2 6 -7 -13 9 -11 -11 — — - 2x4 SPF Std /Stud 24" O.C. 2 -8 -9 2 -9 -8 3 -11 -7 5 -5 -2 8 -1 -12 _ "0 I I 1 ri Q.' • ;( Diagonal braces over 6' -3" require a 2x4 T -Brace attached to -3 O 441 • STATE OF U./ one edge. Diagonal braces over 12' -6" require 2x4 I- braces attached to both edges. Fasten T and i braces to narrow edge ■ •. " • of web with 10d common wire nails 8in o.c., with Sin minimum .,// s . • • . " ...„.\....\ �� end distance. Brace must cover 90% of diagonal length. /// Ip N Ak- \\ \ / 'onlito• IMAXIMI IM WINE SPFFr) - 1dn MPH I 1109 COASTAL BAY MAX MEAN ROOF HEIGHT = 30 FEET BOYNTON BC , FL 3 3 43 5 CATEGORY II BUILDING EXPOSURE B or C 6/22/11 ASCE 7 -98, ASCE 7 - 02, ASCE 7 - 05 STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE : 1.60 CONNECTION OF BRACING IS BASED ON MWFRS. ■ CC eV e Apr rf 2£}10 Bsiletin TB -300 by Weyerhaeuser .,,,,,,,..,....„,..,___-------- Table 2B: Ma x i m um Concen Load Applied to Beam - Wo S cr ew Connection (Ibs) c j ac;4 ' Coned n Name �' "icy 1 d 8 i` t xY W i ll' ' .A 3,205 ertgth a GreWS y s y,y p � 3'/." 1,600 4,805 6, (5 Beam) 11fk ` 1 ' b$ 3'/e" 800 1,600 2,405 3,205 , *w #YA 3' /a 'il +1 °4 - - - : ( Beam!) } M �, �� T ©� 4 f 3'l 800 1,600 2 ,4 0 5 3,205 t t Rye " +•� ��) � Ig o 3/e" 1,600 3,205 4,805 6 Yy k ' t' z' sl, f/ ,{lam 1 • C • 6'/ 1 160 2, 3 480 4,640 / �l FPP 6 6s1 775 , 1 2, 320 3,1195 r 3W 2,135 4, 6, 410 8,545 1° + 5 ", 6'W 2,320 4,640 6,960 9, ` _ tit' 3' /a 710 1,425 2,135 2,850 ... . . /Fig 5 ", 6'/." 775 1,545 2,320 3,095 �I it ACEt 5", 8 1 !160 2 3,4 4,6 $�a ik 3, M w' °M TC? t1 . 4 1,160 2,320 3,480 4,64 FACl 5 ", " 1 160 ^ 2,3 3 4 ��IY 1 °M 3'l : ` p Tp t4) 5 6 <` 1 , 1 60 2 ,32 0 3',48 4 ` 1 °l' `,'F}CE l 5 ", 2,3 4 9,280 6,960 l l g Team) 4 . T. ©F t 1 1. See page 4 for table General Notes, conne only. detail and beam dep limi tations. 2. Install screws from both sides of beam. 3. Install screws from side opposite hanger 4. Install screws from hanger side only. Page3o I CONTACT US • 1.888.iLev (1.888.453.83581 • www .iLevel.com I L 1We iLeve Micro lam, Parallam TimberStrand and Trus Joist are re trademarks and Forte is a trademark of Weyerhaeuser NR 0 2010 Weyerhaeuser NR Comp AN rights r eserved. • s eve TECHNICAL E ' March 2010 by Weyerhaeuser BtEl1e�iri TB 3Q� <��..�,< Table 3: Allowable Capacities of 51/4' Beams with Bolt Connections 3 v � 13a,1t . � r r t `; i � � 33" o r y ' , C11 Lo ar a s W w y n r a ,,. . t ; � ' 9i 9 � 7 x 1 � 1 � 4 . 1 8 ,, 31 � 24" // 6,235 6,545 8,755 9,560 12,345 15,005 . ham ` h ,4 ,*� :;. 4 0,150. 10,500 `:12 950 ' 13 825 16 800 19,600 � ' Sham « te r 3,995 4,260 6,210 6,940 9,510 12,015 8id 8 750, `9100 _11550 12,425' 15,400 18, 10,605 15,295 15,685 23,905 32,760 42,265 4 9 355 13 470. ` 13 734 20 915 28 725 37 250' ' /: � 7 i �� % �x , .k 9,350 13,470 13,730 20,910 28,725 37,245 8 13 510 20575 28275 36685 ' 1 roTert ':' 2 10,6 15,290 15,685 23,900 32,755 42,260 d E 10)* , ,� 4 9,900 14,215 14 195 21,490 29,020 37,225 ' Y 6 29,015 37,220 ',' f, .: . a , r: g 36,655 z 2,745 4,445 4,665 6,240 6,810 8,795 10,690 12,610 14,545 18,440 a7c , ` >5d 5d ��: 5235 7,230 7,480. 9 225 9,850 11 970' 13 965 15,960 - 17 955 - 21 ' Sha1 i '5d: 1,455 2,845 3,035 5 4,425 4,945 6,775 8,560 10,390 12,250 16,040 r 1 ` A � gd 4 240 6 235 " 6 485. 8,230 8 855 10,975 12,970 14 965 16,960 20 950 - ,,s � z : $ ',4,' 9,960 16,220 17,105 23,990 26,730 36,385 46,670 58,130 70,740 99,375 4 , 9,025 14 305 1 085 r21 000 23 385 ` 31 905 41 130 51,535 63 100 ' 8 14,305 15,060 20,995 23,385 31,905 41,125 51,530 63,100 89,670 Max 20 660 23 010 .31 ,405 .40 510. 50 795 -- 62,250 88590 , ''y 9,950 16,210 17,100 23,985 26,725 36,380 46,665 58,125 70,740 99,370 � '''4, g; ?: x 15 145 ;15,895 : 21710' 24 030 = 32 235 '' 41 105 51,120 ` 62 285 "88,015 � K y • 1 jl * ,a -$ 32,230 41,100 51,115 62,280 88,010 '` ,.., 1, „4 $0;1 , y 404 .50'335 81,335x.::86 745 , ' "e j 5d 4,520 4,745 6,3 6,930 8,950 10,880 12,830 3 4 r 0 4 * 0 - 7 360. 7,615 9 390 ' 10 12 i 80 14,210 , 16 2 -'1 2,895 3,090 4,505 5,030 6,895 8,710 10,575 a. � it )5d' 6,345..:16 600: ,` 8,375 9 010 11,165 13,195 15,225 f 4, 2 18,090 19,080 26,760 29,815 40,740 52,430 65,495 d 15,960 16,805 23,420 26,085 35,725 46,205 58,065 ' " ::;.4 8 15,955 16,800 23,420 26,080 35,725 46,205 58,060 8 23,045 25,665 35,165 45,510 57,235 ei 2 . 18,080 19,070 26,755 29,810 40,735 52,425 65,490 ,. 4 16,890 17,730 24,215 26,805' 36,095 46,180 57,800 6 36,085 46,170 57,595 } 0. . 45,4711 56,715 Table 3 General Notes • Connection location refers to distance from face of bearing to centerline of connection, where d is the beam depth. Less than 5d refers to connections located less than five times the depth of the beam from the face of bearing. • Shear reduction has been taken in accordance with NDS 3.4.3.3. • All values shown are for 51/4" widths. Multiply by 1.33 for 7" wide beams. • 9'/4" and 11'/4" TimberStrand LSL are 1.3E grade, all other depths are 1.55E grade. Page 5of8 I CONTACT US • 1.888.iLevel8 (1.888.453.8358) • www.iLevel.com L 1Weyerhaeuser, iLevel, Mivollam, Parallam, TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR. 02010 Weyerhaeuser NR Company. All rights reserved. ... • eVe TECHNICAL BULLETIN April 2010 by Weyerhaeuser Bulletin TB -300 Table 1, 2A, 2B General Notes • Connections are based on NDS 2005 or manufacturer's code report. • All plies must be the same material and grade. • Values are for 100% duration of load. Increase 15% for snow load or 25% for non -snow roof Toad conditions, where code allows. • Rotational effects should be considered for 7" wide beams loaded from one side only. • Capacities shown for face mount hanger conditions are based on 16d common (0.162" x 31/2") nails installed in the hanger. Other nails used for face mount hanger installations invalidate the capacities in these tables. • Verify adequacy of beam with all loads applied by using iLevel software or other methods. • See the iLevel Trus Joist Beams, Headers, and Columns Specifier's Guide ( #TJ -9000) for required connections for uniform side loads. Bolt or Wood Screw Connection Details • 1 /2" bolts - 9 /16'' 0 maximum holes 3 ▪ /4" bolts - 13 /16" el maximum holes T T • Lead holes not required for wood screws F •; Conc. Load Conc. Load a) 03 - Conc. Load Conc. Load 0 wo N ih II N \ EQ.jEQ. \ \ 2' Max \ (typ) 2 Fastener 4 Fastener 6 Fastener 8 Fastener Pattern Pattern Pattern Pattern Min. Beam Depth: Min. Beam Depth: Min. Beam Depth: d = 7%" for 1 /2" s bolts d = 9W for ' /2" o bolts d = 11' /s" for W 0 bolts d = 9% for 3/4" a bolts d = 14" for'/." m bolts d = 16" for %" 0 bolts Conc. Load Nailed Connection Detail — .E *STAGGER NAILS TO PREVENT SPLITTING 1 g" " 1 16d Sinker (typ) Typ. ( +1 -1) (0.148" x 3 ") 1_ 1_, 6 Nail Pattern 12 Nail Pattem 18 Nail Pattem Page 4 of 8 24 Nail Pattem ww I CONTACT US • 1.888.iLevel8 (1.888.453.83581 • www.iLevel.com `1Weyerhaeuser, iLevel, Microilam, Parallam, TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR. 02010 Weyerhaeuser NR Company. All rights reserved • • BULLETIN March 2010 by Weyerhaeuser Bulletin TB -300 Solution: • Use the iLevel Trus Joist Beams, Headers, and Columns Specifier's Guide ( #TJ -9000) to select a connection for the uniform loading. Multiple options exist that meets or exceed the 500 plf requirement: — 2 rows of diameter bolts at 16" on- center (570 plf) — 2 rows of USP WS35 wood screws at 16" on- center (540 pif) on each side of beam — 2 rows of SDS %+" x 31/2' at 24" on- center (510 pif) on each side of beam — 2 rows of 5" TrussLok wood screws at 24" on- center (500 pif) • Determine what additional connection is needed for the concentrated load using the information in this Technical Bulletin: 1. Using Table 1, 2A or 2B of this bulletin, locate the section for a 3 -ply 1'/," member and face mount hanger. Again, multiple options exist that exceed the 5,000 lb load requirement: — %" diameter bolts in a 6 -bolt connection (6,300 lbs) — 16d (0.148" x 3 %) sinker nails in an 18 -nail connection (6,370 lbs) — 3' /z" WS wood screws in an 8 -screw connection (5,740 Ibs) — 3' /z" SDS wood screws in a 6 -screw connection (6,120 lbs) — 3 %" TrussLok wood screws in an 8 -screw connection (6,410 lbs) Note that the allowable applied concentrated load is dependent upon the type of hanger used and 16d common nails must be used for face mount hanger installation to achieve the capacities shown. 2. If the bolted connection option is chosen, the 3 -ply beam must be checked for the effect of the bolt holes from the 6 -bolt connection. This task may be accomplished by utilizing the location analysis feature in iLevel software. Per the detail on page 4, the bolt holes will be located approximately 1' to either side of the concentrated load location. After inputting the span and load information, choose the two locations corresponding to the concentrated load location CO 1'. Upon completion of the analysis, compare the calculated shear and moment for each of the two locations against the reduced allowable shear and moment capacities of the beam for the bolt pattem selected using Table 3 on page 5 of this bulletin. See the Forte software output on the following page for results of this analysis. The 3 -ply Microllam LVL beam works for the given loading. Refer to the highlighted values for the results at both bolt locations (1' on either side of the load). The highest calculated shear at either location is 6035 lbs. The highest calculated moment is 25,215 ft -lbs. The connection is less than 5d (48" < 14" * 5 = 70 ") from the end of the member. From Table 3 of this bulletin, the reduced allowable shear for the 3 -ply 14" Microilam LVL beam with the 6 bolt pattern located less than 5d from the end of the member is 8,795 lbs while the reduced allowable moment is 31,905 ft-lbs. Therefore, the beam is acceptable with the 6 bolt connection. • Select the preferred options for both the uniform load connection along the length of the beam and the concentrated load connection at the hanger location and specify both on the drawings including information on fastener type, size, spacing and installation pattem as appropriate. Page 7 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358! • www.iLevei.com I I Weyerhaeuser, iLevel, Microliam, Parailam, TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR. 0 2010 Weyerhaeuser NR Company. Al rights reserved. , , ■ eve TECHNI LLETIN by Weyerhaeuser March 2010 Bulletin TB-300 Connection Design Example Given the floor framing shown below, specify the necessary connections for the a 3 -ply Microllam LVL beam supporting a 2 -ply Microllam LVL beam on one side and floor joists from the other side. The floor joists apply a 500 plf load to the side of the beam while the 2 -ply beam reaction is 5,000 lbs. See the following page for the solution. ' �V • Brg. (Typ.) I ll a r41 41 , Additional 3-1 x 14" Microllam LVL Beam, Flush s Connection ; Required for 4 Concentrated t Li, Load Face Mount Hanger with 5,000 lbs Reaction 0 ,''t, r 2 1 "x14" f Microllam LVL 14" Floor Joists @ 24" o.c., Typ. __ Beam, Flush 1 . e r 4' -0" >1 15'0" Partial Framing Plan Page 6 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) ■ www.iLevel.com l A Weyerhaeuser,'Level, Microllam, Parallam, TimberStrand and Trus Jost are registered trademarks and Forte is a trademark of Weyerhaeuser NR. 0 2010 Weyerhaeuser NR Company. All rights reserved. Notice of Preventative Treatments for Termites (as required by Florida Building Code (FBC) 104.2.6) tr+t Beaver's Bug Blasters, LLC. P.O. Box 50367 • Jacksonville, Florida 32240 konjuniso Jacksonville (904) 242 -2847 • St. Augustine (904) 824 -0102 Address of Treatment or Lot/Block of Treatmen ` ~� Date Time Applicator i Product used t' r i ' / Chemical (active ingredient) Number of gallons applied 0 Percent Concentration Area treated (square feet) Linear feet treated Stage of treatment (Horizontal, Vertical, Adjoining Slab, retreat of disturbed area) As per 104.2.6 - If soil chemical barrier method for termite prevention is used, final exterior treatment shall be completed prior to final building approval. If this notice is for the final exterior treatment, initial and date this line o CITY OF ATLANTIC BEACH - _ ) 800 SEMINOLE ROAD -51 `~' ATLANTIC BEACH, FL 32233 � INSPECTION PHONE LINE 247 -5814 ' Application Number 11- 00002967 Date 2/21/12 Property Address 1750 SELVA MARINA DR Application type description RESIDENTIAL ADDITION Property Zoning TO BE UPDATED Application valuation . . . 150000 Application desc new garage and summer kitchen Owner Contractor ONDREJICKA, JOHN OTHMER GROUP INC 1750 SELVA MARINA DR. 3361 PINTAIL DR ATLANTIC BEACH FL 32233 JAX BEACH FL 32250 (904) 631 -5431 - -- Structure Information 000 000 GARAGE ADDITION AND SUMMER KITCHEN Construction Type TYPE 5 -B Occupancy Type RESIDENTIAL Flood Zone ZONE X Permit MECHANICAL HVAC PERMIT Additional desc . Sub Contractor . EAST COAST HEAT & AIR INC. Permit Fee . . . 143.00 Plan Check Fee . . .00 Issue Date . . . Valuation . . . . 0 Expiration Date . 8/19/12 Special Notes and Comments *2007 FLORIDA BUILDING CODE W/2009 REVISIONS NATIONA1 ELECTRIC CODE *SUBMIT "CERTIFICATE OF COMPLIANCE" BY A LICENSED PEST CONTROL COMPANY PRIOR TO C.O. WINDOW AND DOOR INSPECTION: *INSTALLATION INSTUCTIONS REQUIRED *ALL STICKERS ARE TO REMAIN ON THE WINDOWS *PROVIDE ACCESS TO ALL WINDOWS TO INSPECT FASTENERS Ensure all meter boxes, sewer cleanouts and valve covers are set to grade and visible. Roll off container company must be on City approved list and container cannot be placed on City right -of -way. Contact Public Works (247 -5834) for Erosion and Sediment Control Inspection prior to the start of construction. Roll off container company must be on City approved list and container cannot be placed on City right -of -way. Contact Public Works (247 -5834) for Erosion and Sediment Control Inspection prior to the start of construction. PERMIT - I5 APPROVEIT ONLY ACCORDANCE WIT A-EL rITY OF $EACH ORDINANCE AND THE FLORIDA BUILDINGS Fees STATE MECH DCA SURCHARGE 2.15 i.t`1 , ` �� i7, , CITY OF ATLANTIC BEACH r) 800 SEMINOLE ROAD \\\, 'y ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247 -5814 R ^' r .Ji319 Page 2 Application Number 11- 00002967 Date 2/21/12 Other Fees STATE MECH DBPR SURCHARGE 2.15 Fee summary Charged Paid Credited Due Permit Fee Total 143.00 143.00 .00 .00 Plan Check Total .00 .00 .00 .00 Other Fee Total 4.30 4.30 .00 .00 Grand Total 147.30 147.30 .00 .00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. MECHANICAL PERMIT APPLICATION CITY OF ATLANTIC BEACH 800 Seminole Rd Atlantic Beach, FL 32233 Ph (904) 247 -5826 Fax (904) 247 -5845 JOB ADDRESS: 15Q S e 4 /11 1 A r "'rl A Dv PERMIT # 1 1'07 140 7 PROJECT VALUE $ S - ) NEW AIR CONDITIONING & HEATING SYSTEM INSTALLATION Air Conditioning: Unit Quantity Tons Per Unit Heat: Unit Quantity BTU's Per Unit Seer Rating Duct Systems: Total CFM REQUIRED REPLACEMENT AIR CONDITIONING & HEATING SYSTEM INSTALLATION ARI # Air Conditioning: Unit Quantity Tons Per Unit 42 .- S REQUIRED Heat: Unit Quantity 1 v r1Fi BTU's Per Unit Seer Rating 13 Duct Systems: Total CFM 07 co REQUIRED FIRE PREVENTION Fire Sprinkler System Quantity (Requires 3 sets of plans) Fire Standpipe Quantity (Requires 3 sets of plans) Underground Fire Main Value (Requires 3 sets of plans) Fire Hose Cabinets Quantity (Requires 3 sets of plans) Commercial Hoods Quantity (Requires 3 sets of plans) Fire Suppression Systems Quantity (Requires 3 sets of plans) FIRE PLACES MISCELLANEOUS: Prefabricated Fireplace Qty Automobile Lifts Gas Piping Outlets Boilers BTU's Elevators/Escalators ALL OTHER GAS PIPING Heat Exchanger Quantity of Outlets Pumps # Vented Wall Furnaces Refrigerator Condenser BTU's # Water Heaters Solar Collection Systems Tanks (gallons) Wells OTHER: L.' . tv R eel Ac e l 45 a t is i 4 ,y 5751 t rt S 41,,., N1C. S Crs av� BhAp v �� L i r . ,�p'f` C) "ri ,P �'ye41;iov'\ J Fr.c /f , eLc� 4 fc Permit becomes void if work does not commence within a six month period or work is suspended or abandoned for six months. I hereby certify that I have read this application and know the same to be true and correct. All provisions of laws and ordinances governing this work will be complied with whether specified or not. The permit does not give authority to violate the provisions of any other state or local law regulation construction or the performance of construction. Property Owners Name C jl n C2/VD PI E.3 i C 'N Phone Number Mechanical Company EWA C A- -S \e 1 `l Office Phone Ak ?C 3 Fax Co. Address: 39 P S 5 3 fz S t- 14 a 14 City (Vic t3FFx State P1 Zip 30 2, S'° License Holder (Print): S Sz S ' 3 (j rn PV State Certification/Registration # CALk Si Cn S7 5 Notariz ' , - << , 8 ure oin ld Ate P: .. ��u COM MISSION # D 6 , .w:o^. CX4'IFES' February 14, 201 / �! Boncad Thtu Notary Public Unde t t , rn . : be f � 'til, r► day o � �` '► i 20 / 2- Signature of Notary Public N All - •+: CERTIFIEDTM www.ahridirectory.org Certificate of Product Ratings AHRI Certified Reference Number: 3716861 Date: 2/20/2012 Product: Split System: Heat Pump with Remote Outdoor Unit - Air - Source Outdoor Unit Model Number: N4H342A(G)KE* Indoor Unit Model Number: FS(M,U)4P42 * *A* Manufacturer: HEIL Trade /Brand name: 13 SEER N SERIES R410A HP Manufacturer responsible for the rating of this system combination is HEIL Rated as follows in accordance with AHRI Standard 210/240 -2008 for Unitary Air - Conditioning and Air - Source Heat Pump Equipment and subject to verification of rating accuracy by AHRI- sponsored, independent, third party testing: Cooling Capacity (Btuh): 41000 EER Rating (Cooling): 11.00 SEER Rating (Cooling): 13.00 Heating Capacity(Btuh) @ 47 F: 40500 Region IV HSPF Rating (Heating): 7.80 Heating Capacity(Btuh) @ 17 F: 24000 ' Ratings followed by an asterisk (') indicate a voluntary rerate of previously published data, unless accompanied with a WAS, which indicates an involuntary rerate. DISCLAIMER AHRI does not endorse the product(s) listed on this Certificate and makes no representations, warranties or guarantees as to, and assumes no responsibility for, the product(s) listed on this Certificate. AHRI expressly disclaims all liability for damages of any kind arising out of the use or performance of the product(s), or the unauthorized alteration of data listed on this Certificate. Certified ratings are valid only for models and configurations listed in the directory at ww.ahridirectory.org. TERMS AND CONDITIONS This Certificate and its contents are proprietary products of AHRI. This Certificate shall only be used for individual, personal and confidential reference purposes. The contents of this Certificate may not, in whole or in part, be reproduced; copied; disseminated; entered into a computer database; or otherwise utilized, in any fore or manner or by any means, except for the user's individual, personal and confidential reference. CERTIFICATE VERIFICATION ® , The information for the model cited on this certificate can be verified at 'ww.ahridirectory.org, click on "Verify Certificate" Zink and enter the AHRI Certified Reference Number and the date on .■ `' Air- Conditioning, Heating, which the certificate was issued, which is listed above, and the Certificate No., which is listed below. and Refrigeration Institute certificate ©2012 Air - Conditioning, Heating, and Refrigeration Institute CERTIFICATE NO.: 129742582509632727 . P1 CERTIFIEDTM www.ahridirectory.org Certificate of Product Rati n s g AHRI Certified Reference Number: 3716714 Date: 2/20/2012 Product: Split System: Heat Pump with Remote Outdoor Unit - Air- Source Outdoor Unit Model Number: N4H330A(G)KE* Indoor Unit Model Number: FS(M,U)4P30 * *A* Manufacturer: HEIL Trade /Brand name: 13 SEER N SERIES R410A HP Manufacturer responsible for the rating of this system combination is HEIL Rated as follows in accordance with AHRI Standard 210/240 -2008 for Unitary Air - Conditioning and Air - Source Heat Pump Equipment and subject to verification of rating accuracy by AHRI- sponsored, independent, third party testing: Cooling Capacity (Btuh): 30000 EER Rating (Cooling): 11.00 SEER Rating (Cooling): 13.00 Heating Capacity(Btuh) @ 47 F: 30000 Region IV HSPF Rating (Heating): 7.70 Heating Capacity(Btuh) @ 17 F: 18500 " Ratings followed by an asterisk ( ") indicate a voluntary rerate of previously published data, unless accompanied with a WAS, which indicates an involuntary rerate. DISCLAIMER AHRI does not endorse the product(s) listed on this Certificate and makes no representations, warranties or guarantees as to, and assumes no responsibility for, the product(s) listed on this Certificate. AHRI expressly disclaims all liability for damages of any kind arising out of the use or performance of the product(s), or the unauthorized alteration of data listed on this Certificate. Certified ratings are valid only for models and configurations listed in the directory at • ww.ahridirectory.org. TERMS AND CONDITIONS This Certificate and its contents are proprietary products of AHRI. This Certificate shall only be used for individual, personal and confidential reference purposes. The contents of this Certificate may not, in whole or in part, be reproduced; copied; disseminated; entered into a computer database; or otherwise utilized, in any form or manner or by any means, except for the user's individual, personal and confidential reference. CERTIFICATE VERIFICATION The information for the model cited on this certificate can be verified at wwv✓.ahridirectory.org, click on "Verify Certificate" link and enter the AHRI Certified Reference Number and the date on MIN all Air Conditioning, Heating, which the certificate was issued, which is listed above, and the Certificate No., which is listed below. and Refrigeration Institute ©2012 Air - Conditioning, Heating, and Refrigeration Institute CERTIFICATE NO.: 129742581771645085