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Permit SFR 55 Lewis St 2012 S 11. 1 11.►`if ) . jik `' , CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH, F L 32233 INSPECTION PHONE LINE 247 -5814 Application Number 12- 00000713 Date 7/20/12 Property Address 55 LEWIS ST Application type description SINGLE FAMILY RESIDENCE Property Zoning TO BE UPDATED Application valuation . . . 75000 Application desc new home Owner Contractor PROGRESS HOME BUYERS SHAYCORE ENTERPRISES INC 2304 ALDERMAN OAKS DR 10169 GENI HILL CIR JACKSONVILLE FL 322241170 JACKSONVILLE FL 32225 - -- Structure Information 000 000 SINGLE FAM HOUSE Construction Type TYPE 5 -B Occupancy Type RESIDENTIAL Flood Zone ZONE X Permit PLUMBING PERMIT Additional desc . Permit Fee . . . 111.00 Plan Check Fee . .00 Issue Date Valuation 0 Expiration Date . . 1/16/13 Special Notes and Comments 2010 FLORIDA BUILDING CODE, 2008 NATIONA1 ELECTRIC CODE FOR AN APPROVED FINAL MECHANICAL A/C INSPECTION, A STICKER SHALL BE INSTALLED ON THE AHU TO VERIFY THAT DUCTS HAVE BEEN SEALED, A CERTIFICATION SHALL BE ON SIGHT FOR THE INSPECTOR STATING THAT THE A/C SYSTEM PASSED THE "AIR BLAST INSPECTION" FROM AND INDEPENDENT TESTING AGENCY. *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 Avoid damage to underground water /sewer utilities. Verify vertical and horizontal location of utilities. Hand dig if necessary. If field coordination is needed, call 247 -5834. Ensure all meter boxes, sewer cleanouts and valve covers are set to grade and visible. A sewer cleanout must be installed at the property line. Cleanout must be covered with an RT1 concrete box with PERMIT IStlelt.1W31EDjQA4Ly ING1eemabtE i3'aHbeLaeeItI RCIPOMIXIStrie Baud OIti i6 .AND THE FLORIDA BUILDING CODES. J t . 4r ' `s , CITY OF ATLANTIC BEACH . 800 SEMINOLE ROAD 4), �w ATLANTIC BEACH, FL 32233 N ..r. INSPECTION PHONE LINE 247 -5814 Application Number Pa 2 12- 00000713 Date 7/20/12 Special Notes and Comments A reduced pressure zone backflow preventer must be installed if irrigation will be provided or if there is a private well on the property. Backflow perventer must be tested by a certified tester and a copy of the results sent to Public Utilities. If on -site storage is required, a post construction topographic survey documenting proper construction will be required. All driveway aprons must be 5" thick, 4000 psi, with fibermesh from the edge of pavement to property line. Reinforcing rods or mesh are not allowed in the right -of -way. Full right -of -way restoration, including sod, is required. Roll off container company must be on City approved list and container cannot be placed on City right -oif -way. (Approved: Advanced Disposal, Realco, Shappelle's and Waste Management) Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities. Contact Public Works (247 -5834) for Erosion and Sediment Control Inspection prior to start of construction. Other Fees STATE PLBG DCA SURCHARGE 2.00 STATE PLBG DBPR SURCHARGE 2.00 Fee summary Charged Paid Credited Due Permit Fee Total 111.00 111.00 .00 .00 Plan Check Total .00 .00 .00 .00 Other Fee Total 4.00 4.00 .00 .00 Grand Total 115.00 115.00 .00 .00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. PLUMBING PERMIT APPLICATION CITY OF ATLANTIC BEACH 800 Seminole Rd Atlantic Beach, FL 32233 Ph (904) 247 -5826 Fax (904) 247 -5845 JOB ADDRESS: $ 3 44 PERMIT # /2 — 7/ NEW OR REPLACEMENT INSTALLATION: Project Value $ `� TYPE OF FIXTURE QTY TYPE OF FIXTURE Bathtub QTY e;:: Clothes Washer Septic Tank & Pit Dishwasher Shower Drinking Fountain Shower Pan Floor Drain Slop Sink Floor Sink Three Compartment Sink Hose Bibs Toilet a Kitchen Sink Urinal Laundry Tray Vacuum Breakers Lavatory Water Connected Appliances Other Fixtures a Water Heater Water Treating System RE -PIPE: TYPE OF FIXTURE QTY TYPE OF FIXTURE Bathtub QTY Clothes Washer Septic Tank & Pit Dishwasher Shower Drinking Fountain Shower Pan Floor Drain Slop Sink Floor Sink Three Compartment Sink Hose Bibs Toilet Kitchen Sink Urinal Laundry Tray Vacuum Breakers Lavatory Water Connected Appliances Other Fixtures Water Heater Water Treating System MISCELLANEOUS: ❑ Sewer Replacement ❑ Back Flow Preventer ❑ Grease Interceptor (Trap) gallons (Requires 3 sets of plans) ❑ Lawn Sprinkler System - Number of Heads ❑ Well * * ** SJRWD Well Completion Form. Completed form to be submitted to the Building Department for final inspection. ** ❑ 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 .- _ Phone Number Plumbing Company "'4-,/1)<4.4,4,- �h` Office Phone 9.77 �/ Fax Co. Address: //' � City ./eitt State /5 Zip ,17 License Holder (Print): 44t' 4, State Certification/Registration # 2'J )' /,J2, g o License z I • , /---- Notarized Signature Ate m s SHIRLEY L QRAyl1M be . r / x y comMISSaN a oD`!! M : nd subscribed b - �. # EXPIRES: M February 14, 2014 • e this A day o 20 "s .67. s bonded Thru Notary Public • ate ita e of Notary Publi, J ��` ` 1111 4 l ie) u CITY OF ATLANTIC BEACH " s3 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247 -5814 Application Number 12- 00000713 Date 7/19/12 Property Address 55 LEWIS ST Application type description SINGLE FAMILY RESIDENCE Property Zoning TO BE UPDATED Application valuation . . . 75000 Application desc new home Owner Contractor PROGRESS HOME BUYERS SHAYCORE ENTERPRISES INC 2304 ALDERMAN OAKS DR 10169 GENI HILL CIR JACKSONVILLE FL 322241170 JACKSONVILLE FL 32225 --- Structure Information 000 000 SINGLE FAM HOUSE Construction Type TYPE 5 -B Occupancy Type RESIDENTIAL Flood Zone ZONE X Permit SINGLE FAMILY DWELLING NEW Additional desc . Permit Fee . . . 380.00 Plan Check Fee . . 190.00 Issue Date . . . Valuation . . . . 75000 Expiration Date . 1/15/13 Special Notes and Comments 2010 FLORIDA BUILDING CODE, 2008 NATIONA1 ELECTRIC CODE FOR AN APPROVED FINAL MECHANICAL A/C INSPECTION, A STICKER SHALL BE INSTALLED ON THE AHU TO VERIFY THAT DUCTS HAVE BEEN SEALED, A CERTIFICATION SHALL BE ON SIGHT FOR THE INSPECTOR STATING THAT THE A/C SYSTEM PASSED THE "AIR BLAST INSPECTION" FROM AND INDEPENDENT TESTING AGENCY. *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 Avoid damage to underground water /sewer utilities. Verify vertical and horizontal location of utilities. Hand dig if necessary. If field coordination is needed, call 247 -5834. Ensure all meter boxes, sewer cleanouts and valve covers are set to grade and visible. A sewer cleanout must be installed at the property line. Cleanout must be covered with an RT1 concrete box with PERMIT ISI l 'Eil EY II�A TIR E VRTIPVLL VY 4PA�LrrA4�1 BONA Nl l4 - 11? - S AND THE FLORIDA BUILDING CODES. Page 2 Application Number 12- 00000713 Date 7/19/12 Special Notes and Comments A reduced pressure zone backflow preventer must be installed if irrigation will be provided or if there is a private well on the property. Backflow perventer must be tested by a certified tester and a copy of the results sent to Public Utilities. If on -site storage is required, a post construction topographic survey documenting proper construction will be required. All driveway aprons must be 5" thick, 4000 psi, with . d , CITY OF ATLANTIC BEACH - si 800 SEMINOLE ROAD t) ,",.* s ,, , -74: ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247 -5814 , -)11.1 v Page 2 Application Number 12- 00000713 Date 7/19/12 Special Notes and Comments A reduced pressure zone backflow preventer must be installed if irrigation will be provided or if there is a private well on the property. Backflow perventer must be tested by a certified tester and a copy of the results sent to Public Utilities. If on -site storage is required, a post construction topographic survey documenting proper construction will be required. All driveway aprons must be 5" thick, 4000 psi, with fibermesh from the edge of pavement to property line. Reinforcing rods or mesh are not allowed in the right -of -way. Full right -of -way restoration, including sod, is required. Roll off container company must be on City approved list and container cannot be placed on City right -oif -way. (Approved: Advanced Disposal, Realco, Shappelle's and Waste Management) Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities. Contact Public Works (247 -5834) for Erosion and Sediment Control Inspection prior to start of construction. Other Fees DEV- REVIEW SFR UNIT 50.00 STATE DCA SURCHARGE 5.70 ENG REV RESIDENTIAL BLD 100.00 STATE DBPR SURCHARGE 5.70 UTIL REV PRE APP >3 HRS 50.00 Fee summary Charged Paid Credited Due Permit Fee Total 380.00 380.00 .00 .00 Plan Check Total 190.00 190.00 .00 .00 Other Fee Total 211.40 211.40 .00 .00 Grand Total 781.40 781.40 .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 I 0 vu - y ca Office (904) 247 -5826 Fax (904) 247 -5845 ) ��� .../ Job Address: S5 LA . i'Mfo h (3e i 1 FL, Permi Number: /02 - 7 / ? Legal Description t?- 25 -- fl lid 3 Parcel # rea of Sq.Ft. Sq.Ft Valuation of Wor 53 50` oposed Work heated /cooled non - heated /cooled Class of Work (ci iidow Addition Alteration Repair Move Demolition pool/spa window /door 4 ..„,„..,,,......4.-..~.~01 . Use of existing /proposed structure(s) (circle one): Commercial Residentia If an existing structure, is a fire sprinkler system installed? (Circle one : - o Florida Product Approval # FILE COPY1t For multiple products use product approval form ' , ,,o� . ::4,tea Describe in detail the type of work to be performed: �� ( t crpy , A ; „,� , . .,,,,,» , <, ., Property Owner Information• Name: �s , ' "ZtEO ` '^' i s .� ,• ��aa=., •.+z�� Address: l9✓►1 2r�1�-- Pz)\■1 , City 'mac c. ,:U-t Stated --Zip - 42747 Phone '1O4 (03Z , . - -(a77 7 E-Mail or Fax # (Optional) Contractor Information: Company Name: S�)aMI( � Qualifyin Agent: xr1,Tr A Address: ci23v f tivta (lib 1s1o�Qvv City , State FL, Zip 32,2.24 Office Phone 3S'/ - Z 5 2 Job Site/ Contact Number 2,3`7. -yam$` 3 Fax # State Certification/Registration # ale, 6? 3 ' Architect Name & Phone # Engineer's Name & Phone # Fee Simple Title Holder Name and Address Bonding Company Name and Address Mortgage Lender Name and Address Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. This permit becomes null and void if work is not commenced within six (6) months, or if construction or work is suspended or abandoned for a_ period of six (6) months at any time after work is commenced. I understand that separate permits must be secured for ElectricalWork, Plumbing, Signs, Wells, Pools, Furnaces, Bo Heaters, Tanks and Air Conditioners, etc. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. I hereby certify that 1 have read and examined this a placation and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any other federal, state, or local law regulating construction or the performance of construction. Signature of Owner II .� J - _ - / Q Signature of Contractor to Print Name /16-Q-0 IP 4 Print Name ,d A1 k Sworn to and subscribA before me Sworn to and subsc ibed before me this D of )Jvi2 20 L Z this ' y of 1 , 201 Z --� • RIENDEAU No�a �Pu Di ` . "' N i'_ --�- , > . _ , s'• MY COMMISSION 6 EE17 ota • . is r EXPIRES Fabruaty 26.2016 s MY COMMISSION EE172929 •` EXPikei i kiiy211,]2616 1407)30.4153 floOdaNsINVIanlatman r dr City of Atlantic Beach APPLICATION NUMBER Building Department I (To =' ( T be assigned by the Building ) Jj 8 00 V v h Seminole Road v n9�b►�ent. u d Atlantic Beach, Florida 32233 -5445 /2 - 7/ 3 Phone (904) 247 -5826 Fax (904) 247 -5845 E -mail: building- dept©coab.us l Date routed: / /2- City web -site: httpalwarw.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: ic ZEit)1s T = ;;,;_ ent review = • wired Yes o . L � • r 'stator Project: • !L) 74 s Public ._44,A11111111111111111111111 biic Public Safety / OQQ U Fire Services _- ;mot Other Agency Review or Permit Required Review or Receipt Date of Permit verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: ['Approved. ['Denied. (Circle one.) Comments: BUILDING PLANNING & ZONING ✓l Reviewed by: / Date: 6 / TREE ADMIN. Second Review: ['Approved as revised. ODeni . 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 1 � — — o,,, ' City of Atlantic Beach i APPLICATION NUMBER i di Department , C u (To be assigned by the Bidding Department.) A /1 800 Seminole Road V kl idfir Atl antic Bead►, Florida 32233 -5445 V � 2 7 / . Phone (904) 247 -5826. Fax (904) 247 -5845 E -mail: building- depttcoab.us Date routed: / a /2- City web -site: httpalwuww.coab.us I APPLICATION REVIEW AND TRACKING FORM Property Address: £. � �/ r' s' I - :,,,,; ent review • uired Yes No Applicant : - ii 6 • , : MI ' r • = I • i istrator _- Project: 42 - D ill - Public ... -.Public Utiliti - Public Safety pith) y Fire Services _- • Other Agency Review or Permit Required Review or Receipt Date 1 —� - of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation z C) St. Johns River Water Management District o tll Army Corps of Engineers CA N Division of Hotels and Restaurants c Division of Alcoholic Beverages and Tobacco N ll Other. APPLICATION STATUS Reviewing Department First Review: ['Approved. VI Denied. (Circle one.) Comments: c G — , \--XJ BUILDING PLANNING •ZONING Reviewed by: Date: r3 /Z_- TREE ADMIN. Second Review: ['Approved as revised. a Denied. PUBLIC WORKS Comments: 4.) / 41#_ r ,A. "6 y7(4 SfY (_ (_ /V NN. VraciP PUBLIC UTILITIES ALUM- ti-eN4 &AN L 1/ S 1)4 i 1.42_, PUBLIC SAFETY Reviewed by: Date: i Z FIRE SERVICES Third Review: ['Approved as revised. [Denied. Comments: , /bv ,�.q .0 k.N.Y �ey� AL "e1' '- 'Q w � 'R'y`^ bc', b ee__ ke..cu -, aege. Reviewed by: Date: 7, )( L FP' Revised 07/27110 ",- c .est, a -V4V‘A , , e ,..__ -7 1 , /// 2- % 4 City of Atlantic Beach ' • _ APPLICATION NUMBER De � ' Buildin 9 pa rtment ] (To be assigned by the Building Department) 800 Seminole Road v .i Atlantic Beach, Florida 32233 -5445 "' /2 '" 7/3 11‘4W1OF Phone (904) 247 -5826 • Fax (904) 247 -5845 / r d E -mail: building- deptcicoab.us Date routed: / /Z. City web- site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: 11 nt review = • uired Yes No Applicant JI' r / - 71 / -Ederfti 6e ,� - t , 'stator Project: tc S � Public • ' _= Public Utiliti - Public Safety _- 1/1/L/O1 Fire Services _- 41. 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 �- /12.. Reviewing Department First Review: [Approved. ❑Denied. (Circle one.) Comments: BUILDING A NNING & ZONI Reviewed by: g� AJ Date: 0 4 /07 /1Z_ TREE ADMIN. Second Review: ['Approved as revised. ['Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ['Approved as revised. ['Denied. Comments: Reviewed by: Date: Revised 07127110 I J r ��,d k ° S CITY OF ATLANTIC BEACH PUBLIC UTILITIES '" 1200 Sandpiper Lane 44.4 ATLANTIC BEACH, FL 32233 It > (904) 270 -2535 or (904) 247 -5874 NEW WATER/SEWER TAP REQUEST Date: 6-fZ -/z. Project Address: 53 6.6iL/ &5 g l No. of Units: Commercial Residential L/ Multi - Family New Water Tap(s) & Meter(s) /4 Meter Size(s) 3/ New Irrigation Meter Upgrade Existing Meter from to (size) New Connection to City Sewer/ Name: o Applicant Address: City: Atlantic Beach State: Zip: Phone Number: Cell Number: Email Address Fax: Signature: (Applicant) CITY STAFF USE ONLY Application# / 2 — `7 / 3 Water System Development Charge $ � sfe/to-e"-- — Sewer System Development Charge $ Water Meter Only $ Water Meter Tap $ Q° (notes) Sewer Tap $_ Cross Connection $ 4/0 Sfl C /tev Other $ TOTAL $_ APPROVED: C. . 2--(/Z- (Utility Director r Authorized Signature ALL TAP REQUEST MUST BE APPROVED BY UTLITIES DEPARTMENT BEFORE FEES CAN BE ASSESSED p City of Atlantic Beach APPLICATION NUMBER Building Depa 1 (To be assigned by the Building Department.) 800 Seminole Roa 41 rs' - Atlantic Beach, Florida 32233 -5445 1 6/6 `° z 3 Phone (904) 247 -5826 - Fax (904) 247 -5845 t E -mail: building- deptrecoab.us Date routed: / /2.. City web -site: http://www.coab.us • APPLICATION REVIEW AND TRACKING FORM Property Address: 52 &tk) / ent review required Yes No dd �-� Applicant: .1!' r — 71 >i" ��" 43 63 . Bu "Ianninq Zo niag'' a t istrator Project: Gt J > - bar) S Public ► .. •- - hc Utiliti Public Safety 1 Sic-/ Fire Services 1 L9-15 412 9 Review or Receipt Other Agency Review or Permit Required of Permit Verified By Date c z Florida Dept. of Environmental Protection o tri Florida Dept. of Transportation o'4 St. Johns River Water Management District C A tr rmy Corps of Engineers `" Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: ►! Jet proved. ['Denied. (Circle one.) Comments: BUILDING PLANNING & ZONING Reviewed by: Date: fy / TREE ADMIN. Second Review: ['Approved as revised. ❑Denied. WOR Comments: P I ' SAF Reviewed by: Date: FIRE SERVICES Third Review: ['Approved as revised. ['Denied. Comments: Reviewed by: Date: Revised 07/27/10 • DO NOT WRITE BELOW - 01(10E USE ONLY )plicable Codes: 2007 Florida Building Code w1 2009 Revisions eview Result (circle one): pp roved Disapproved Approved w/ Conditions � .eview Tilitials/Date: I f' 6 - ` evelopment Size Cabitable Space /34/, SP Non- Habitable .5 mpervious area .don/D CAJDBPR$ 4iscellaneoTY4 Tnformation, )ccupanoy Group pe ype of Construction Tumber of Stories / . timing District e 6- -- Ylax.. Occupancy Load Fire Sprinklers Required Flood Zone _ 1'x/1 " Conditions /Comm eats: MAP SHOWING BOUNDARY SURVEY OF LOT 13, BLOCK 2, DONNER'S REPLAT, AS RECORDED IN PLAT BOOK 19, PAGE 16, OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA. CERTIFIED TO: PROGRESS HOME BUYERS, LLC, A FLORIDA LIMITED LIABILITY COMPANY ELITE TITLE & ESCROW CHICAGO TITLE INSURANCE COMPANY LOT 11 BLOCK 2 50.00' (PLAT) N 89'31'43" E 4 9.90' (MEASURED) 2.8' LOT 13 LOT 14 i BLOCK 2 BLOCK 2 ' 0.8'J A/c ;. Q 11 .5' 27.0' ^11.4' W lil K re V) 0_ v a 0 °0 Obi CO °. LOT 12 • PROPOSED si BLOCK 2 RESIDENCE R No. 55 "?- FLOOR PLAN 1450 4'X4' CONCRETE PAD w co o o 3.7' " City of Atlantic Beach W N --- A 1.5' � W s: 0 o j COVERED ---... IaraNng and Zoning Department � L6- o - - :1.5' 1 J.3 z This aOrovel verMea aempMnoa with applicable L.15 zoning, subdivision and o:her local land ct o N development regulat but does not constitute 0- n approval for the issu of pernits. Compliance with Florida Building Code and all other applicable 270.00' (PLAT) • local State and Federal permit\ing requirements o • 274.68 ^ (MEASURE • f mccsthe verified by signature of the City of Atlantic BLDCN I S 89'26'41" W Beach Building Official prior to the imam* of a CORNER Building Permit. 50.00' (MEASURED) 50.00' (PLAT) Approved 8y , r , / LEWIS STREET "7 „.,•„.' i , • • a.` , I EGEND: (30' RIGHT OF WAY) Date: • `r` /vii& —X— . FENC o - CONCRETE 9 R 12- 713 0. SET 1/2' REBAR STAMPED PSMI16146 • - FOUND 1/2" IRON PIPE NO IDENTIFICATION (UNLESS OTHERWISE NOTED) • - 4".4' CONCRETE MONUMENT PC - POINT OF CURVATURE PRC - PONT OF REVERSE CURVATURE A/C - AIR CONDITIONER PT - POINT OF TANGENCY PCC - POINT OF COMPOUND CURVATURE NOTES: REVISIONS 1. BEARINGS ARE BASED ON THE ASSUMED BEARING OF __,S_QQ2 ALONG THE EASTERLY BOUNDARY LINE OF SUBJECT PARCEL. DATE DESCRIPTION 2. BY GRAPHIC PLOTTING ONLY THE CAPTIONED LANDS LIE WITHIN FLOOD ZONE " 0 " , AS SHOWN ON THE 5 -16 -2012 SITE PLAN NATIONAL FLOOD INSURANCE MAP DATED APRIL 17, 1989, COMMUNITY NUMBER 120075, PANEL _DDOLD__. 3. THIS SURVEY REFLECTS ALL EASEMENTS & RIGHTS OF WAY AS PER RECORDED PLAT & /OR TITLE COMMITMENT IF SUPPLIED. UNLESS OTHERWISE STATED, NO OTHER TITLE VERIFICATION HAS BEEN PERFORMED BY THE UNDERSIGNED. 4: THIS SURVEY IS NOT VALID WITHOUT AN AUTHENTICATED ELECTRONIC SIGNATURE AND AUTHENTICATED ELECTRONIC SEAL. JOB # 20931 —A 1 DATE OF FIELD SURVEY: 5 -15 -2012 1 SCALE: 1" = 20' 1 Ray Thompson CERTIFICATE HEREBY CERTIFY THAT THIS DE AS FORTH B RESPONSIBLE E FLORIDA SURVEYING, Inc. 'Going the DISTANCE for You' AND MEETS THE MINIMUM Yt1. y BOARD OF PROFESSION L ' r� 6 S A `r • 5 1 CHAPTER 61017 -6, FLORIDA 800180 ADMINISTRATIVE C•' ANT Ordd ION 4 4 LORIDA STATUTES. 4613 Philips Highway, Suite 210 Jacksonville, Florida 32207 __ t _ — RAYMOND THOMPSe���111 (Phone)904-048 - 5125 REGISTERED SUR ' 08 ABOTMAPPER .146 STATE OF FLORIDA (Fax) 904 L ''T SE BUSINE S ! 7469 t . L s LAND SURVEYS 0 CONSTRUCTION SURVEYS BDIVISIONS true # 2(317117565, OR SK 15961 Page 98, NOTICE OF COMMEN Number Pages: 1 TILE C Recorded 06 at 03 PM, — JPM FULLER CLERK CIRCUIT COURT DUVAL / 1 ' / / 3 t COUNTY Permit No. vc r � E Ct1RDING $1000 Tax Folio No. THE UNDERSIGNED hereby gives notice that improvements will be made to certain real property, and in accordance with Section 713.13 of the Florida Statutes, the following information is provided in this NOTICE OF COMMENCEMENT. 1.Description of property (legal description): ►" ` 2 , ' - L i A 4. to a) Street (job) Address: T . `g 4" ot, n PC, 32-2, 2.General description of improvements: „ ` - let,S °1 ,31 j r�� + tJt.,-> rtICRee.4. 3.Owner Information r°c`t re 5,5 TLr"a a) Name and address: "L” i...r tf"` '. ); Y rael ? e >r ±ltit..? y c - W , avft I °'_ 's 2,"2 t " b) Name and address of fee simple titleholder (if other than owner) c) Interest in property rt e a.Contractor Information a) Name and address: , £ r � s a 42.50 ( { G °j . ' "err Fl. •2 2 2- `t b) Telephone No.: tit 1 ° s zt 7. Fax No. (Opt.) 5.Surety Information a) Name and address: b) Amount of Bond: c) Telephone No.: Fax No. (Opt.) 6.Lender a) Name and address: Phone No. 7. Identity of person within the State of Florida designated by owner upon whom notices or other documents may be served: a) Name and address: b) Telephone No.: Fax No. (Opt.) 8.1n addition to himself, owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes: a) Name and address: b) Telephone No.: Fax No. (Opt.) 9.Expiration date of Notice of Commencement (the expiration date is one year from the date of recording unless a different date is specified): WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COIENCEMENT. STATE OF FLORIDA ... .. ^.m.. COUNTY OF PINELLAS 10, " + Q / Signature of Ownagarr Owner's Authorized OfYicer /D or/Partner/Manager Print Name The foregoing instrument was acknowledged before me this day of , 20 Cam. , by as (type of authority, e.g. officer, trustee, attorney in fact) for (name of party on behalf of strument was executed). Personally Known OR Produced Identification Notary Signature Type of Identification Produced Name (print) OR Verification pursuant to Section 92.525, Florida Statutes. Under penalties of perjury, t declare that 1 have read the foregoing and that the facts stated in it are true to the best of my knowledge and belief. FORMSMOC,rvsd2O fl �. BENJAMIN _ r5l Person Signing (in line # 10.) Above .� : •' NiAY COMMISSION 9 EE172929 : EXPIRES Fehruety 26, 2016 I J 107 ] 3Yt•0103 f FORM 405 -10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: JACK1159 Builder Name: Jacksonville Hom t as Street: : Cit Ja Lewis Street Permit N y of Jacksonvil 0 Cittyy, , S State, Zip: Jacksonville , FL , Permit Numbumb er: Owner: Jurisdiction: 261300 4 Design Location: FL, Jacksonville ..1e seweama.46 if ' 1. New construction or existing New (From Plans) 9. Wall Types (1336.0 sqft.) Insulation Area 2. Single family or multiple family Single- family a. Frame Wood, Exterior R =11.0 1072.00 ft b. Face Brick - Wood, Exterior R =11.0 264.00 ft 3. Number of units, if multiple family 1 c. N/A R= ft 4. Number of Bedrooms 4 d. N/A R= ft 10. Ceiling Types (1508.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R =30.0 1508.00 ft 6. Conditioned floor area above grade (ft 1442 b. N/A R= ft2 c. N/A R= ft2 Conditioned floor area below grade (ft 0 11. Ducts R ft 7. Windows(90.0 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: RoomslnBlockl 6 258 a. U- Factor: Dbl, U =0.54 90.00 ft SHGC: SHGC =0.30 b. U- Factor: N/A ft2 12. Cooling systems kBtu /hr Efficiency a. Central Unit 30.0 SEER:13.00 SHGC: c. U- Factor: N/A ft2 SHGC: 13. Heating systems kBtu /hr Efficiency d. U- Factor: N/A ft a. Electric Heat Pump 30.0 HSPF:7.70 SHGC: Area Weighted Average Overhang Depth: 1.667 ft. Area Weighted Average SHGC: 0.300 14. Hot water systems a. Electric Cap: 40 gallons 8. Floor Types (1442.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R =0.0 1442.00 ft b. Conservation features b. N/A R= ft2 None c. N/A R= ft2 15. Credits Pstat Total Proposed Modified Loads: 28.31 Glass /Floor Area: 0.062 PASS Total Standard Reference Loads: 37.51 I hereby certify that the pl ns and specifications covered by Review of the plans and ..* Ot t --E STATA . ". . this calculation are in c pliance with t e Flprida E gy specifications covered by this ' ' r, �, ,�, Code. • /, calculation indicates compliance '� r„ , ` • .' C c � with the Florida Energy Code. rr+r 44, "�: ,d• * O PREPARED BY: D OU a s tickles Before construction is completed ---4;. i 4 DATE: ��. ` ' 11:4 _ � i v' s this building will be inspected for % a compliance with Section 553.908 ; * * I hereby certify that this building, signed, is in compliance Florida Statutes. ,, -, ..' . C 0. with the Florida Energy Code . . T b WE r -�. OWNER/AGENT: ..' BUILDING OFFICIAL: /2 1 DATE: DATE: 611 - Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist 5/30/2012 11:15 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 1 of 5 FORM 405 -10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: 55 Lewis Street PERMIT #: Jacksonville, FL, MANDATORY REQUIREMENTS SUMMARY - See individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) CHECK Air leakage 402.4 To be caulked, gasketed, weatherstripped or otherwise sealed. Recessed lighting IC -rated as meeting ASTM E 283. Windows and doors = 0.30 cfm /sq.ft. Testing or visual inspection required. Fireplaces: gasketed doors & outdoor combustion air. Must complete envelope leakage report or visually verify Table 402.4.2. Thermostat & 403.1 At least one thermostat shall be provided for each separate heating and controls cooling system. Where forced -air furnace is primary system, programmable thermostat is required. Heat pumps with supplemental electric heat must prevent supplemental heat when compressor can meet the load. Ducts 403.2.2 All ducts, air handlers, filter boxes and building cavities which form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section 503.2.7.2 of this code. 403.3.3 Building framing cavities shall not be used as supply ducts. Water heaters 403.4 Heat trap required for vertical pipe risers. Comply with efficiencies in Table 403.4.3.2. Provide switch or clearly marked circuit breaker (electric) or shutoff (gas). Circulating system pipes insulated to = R -2 + accessible manual OFF switch. Mechanical 403.5 Homes designed to operate at positive pressure or with mechanical ventilation ventilation systems shall not exceed the minimum ASHRAE 62 level. No make -up air from attics, crawlspaces, garages or outdoors adjacent to pools or spas. Swimming Pools 403.9 Pool pumps and pool pump motors with a total horsepower (HP) of = 1 & Spas HP shall have the capability of operating at two or more speeds. Spas and heated pools must have vapor- retardant covers or a liquid cover or other means proven to reduce heat Toss except if 70% of heat from site- recovered energy. Off /timer switch required. Gas heaters minimum thermal efficiency =78% (82% after 4/16/13). Heat pump pool heaters minimum COP= 4.0. Cooling /heating 403.6 Sizing calculation performed & attached. Minimum efficiencies per Tables 503.2.3. Equipment efficiency verification required. Special equipment occasion cooling or heating capacity requires separate system or variable capacity system. Electric heat >10kW must be divided into two or more stages. Ceilings /knee walls 405.2.1 R -19 space permitting. 5/30/2012 11:15 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 5 of 5 TABLE 402.4.2 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: JACK1159 Builder Name: Jacksonville Homes Street: 55 Lewis Street Permit Office: City of Jacksonville City, State, Zip: Jacksonville , FL , Permit Number: Owner Jurisdiction: 261300 Design Location: FL, Jacksonville COMPONENT CRITERIA CHECK Air barrier and thermal barrier Exterior thermal envelope insulation for framed walls is installed in substantial contact and continuous alignment with building envelope air barrier. Breaks or joints in the air barrier are filled or repaired. Air- permeable insulation is not used as a sealing material. Air- permeable insulation is inside of an air barrier. Ceiling /attic Air barrier in any dropped ceiling /soffit is substantially aligned with insulation and any gaps are sealed. Attic access (except unvented attic), knee wall door, or drop down stair is sealed. Walls Corners and headers are insulated. Junction of foundation and sill plate is sealed. Windows and doors Space between window /door jambs and framing is sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including Insulation is installed to maintain permanent contact with underside above- garage and cantilevered of subfloor decking. floors) Air barrier is installed at any exposed edge of insulation. Crawl space walls Insulation is permanently attached to walls. Exposed earth in unvented crawl spaces is covered with Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, knee walls and flue shafts opening to exterior or unconditioned space are sealed. Narrow cavities Batts in narrow cavities are cut to fit, or narrow cavities are filled by sprayed /blown insulation. Garage separation Air sealing is provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures are air tight, IC rated, and sealed to drywall. Exception— fixtures in conditioned space. Plumbing and wiring Insulation is placed between outside and pipes. Batt insulation is cut to fit around wiring and plumbing, or sprayed /blown insulation extends behind piping and wiring. Shower /tub on exterior wall Showers and tubs on exterior walls have insulation and an air barrier separating them from the exterior wall. Electrical /phone box on Air barrier extends behind boxes or air sealed -type boxes are installed. Common wall Air barrier is installed in common wall between dwelling units. HVAC register boots HVAC register boots that penetrate building envelope are sealed to subfloor or drywall. Fireplace Fireplace walls include an air barrier. EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software PROJECT Title: JACK1159 Bedrooms: 4 Address Type: Street Address Building Type: FLProp2010 Conditioned Area: 1442 Lot # Owner: Total Stories: 1 Block/SubDivision: # of Units: 1 Worst Case: No PlatBook: Builder Name: Jacksonville Homes Rotate Angle: 0 Street: 55 Lewis Street Permit Office: City of Jacksonville Cross Ventilation: County: Duval Jurisdiction: 261300 Whole House Fan: City, State, Zip: Jacksonville , Family Type: Single- family FL , New /Existing: New (From Plans) Comment: CLIMATE / IECC Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Jacksonville FL_ JACKSONVILLE_INT 2 32 93 70 75 1281 49 Medium BLOCKS Number Name Area Volume 1 Blockl 1442 12000 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfiI ID Finished Cooled Heated 1 RoomslnBlockl 1442 12000 Yes 4 4 1 Yes Yes Yes FLOORS . V # Floor Type Space Perimeter R -Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio RoomslnBlockl 167 ft 0 1442 ft ____ 0.25 0 0.75 ROOF / Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Hip Composition shingles 1562 ft 0 ft Medium 0.96 No 0.9 No 0 22.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1442 ft N N CEILING V # Ceiling Type Space R -Value Area Framing Frac Truss Type 1 Under Attic (Vented) RoomslnBlockl 30 1508 ft 0.11 Wood 5/30/2012 11:15 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 5 WALLS / Adjacent Cavity Width Height Sheathing Framing Solar Below V # Ornt To Wall Type Space R -ValuP Ft [n Ft in Area R -value Fraction Absor Gracie% 1 N Exterior Frame - Wood RoomslnBloc 11 27 8 216 ft 0 0.4 0 2 E Exterior Frame - Wood RoomslnBloc 11 50 6 8 404 ft 0 0.4 0 3 S Exterior Face Brick - Wood RoomslnBloc 11 13 9 8 110 ft 0 0 0.4 0 4 E Exterior Face Brick - Wood RoomslnBloc 11 6 8 48 ft 0 0 0.4 0 5 S Exterior Face Brick - Wood RoomslnBloc 11 13 3 8 106 ft 0 0 0.4 0 6 W Exterior Frame - Wood RoomslnBloc 11 56 6 8 452 ft 0 0.4 0 DOORS # Ornt Door Type Space Storms U -Value Ft Width In Ft Height Area 1 S Insulated RoomslnBloc None 0.460000 3 6 8 20 ft 2 W Insulated RoomslnBloc None 0.460000 3 6 8 20 ft WINDOWS Orientation shown is the entered, Proposed orientation. / Wall Overhang V # Ornt ID Frame Panes NFRC U- Factor SHGC Storms Area Depth Separation Int Shade Screening 1 N 1 Metal Low -E Double Yes 0.54 0.3 N 15 ft 1 ft 0 in 1 ft 0 in HERS 2006 None 2 E 2 Metal Low -E Double Yes 0.54 0.3 N 45 ft 1 ft 0 in 1 ft 0 in HERS 2006 None 3 S 3 Metal Low -E Double Yes 0.54 0.3 N 15 ft 5 ft 0 in 1 ft 0 in HERS 2006 None 4 S 5 Metal Low -E Double Yes 0.54 0.3 N 15 ft 1 ft 0 in 1 ft 0 in HERS 2006 None INFILTRATION # Scope Method SLA CFM 50 ELA EqLA ACH ACH 50 1 BySpaces Proposed SLA 0.000360 1361.6 74.753 140.58 0.2771 6.8083 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump None HSPF: 7.7 30 kBtu /hr 1 sys #1 COOLING SYSTEM V # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 13 30 kBtu /hr 900 cfm 0.75 1 sys #1 HOT WATER SYSTEM V # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None RoomslnBlockO.95 40 gal 70 gal 120 deg None 5/30/2012 11:15 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 5 SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None ft DUCTS - - -- Supply - - -- Return - - -- Air Percent HVAC # V # Location R -Value Area Location Area Leakage Type Handler CFM 25 Leakage QN RLF Heat Cool 1 Attic 6 258 ft Attic 72.1 ft DSE =0.88 RoomslnBl 0.0 cfm 0.00 % 0.00 0.60 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling Jan [X Fb [X] M Apr [X] May [X Jun Jul Aug [X] Sep [X] Oct [ X] N [X] ec D Heating [X] X Jan X ] e Feb [Xi Mar [X] X Apr X May X ] Jun [X] X Jul [X] X Aug X Sep X Oct X ov Nov X Dec Venting X Jan X Feb X Mar X Apr IX1 May ki Jun ki Jul ki Aug ki Sep X Oct X Nov X Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System None 0 0 0 0 1 - Electric Heat Pump 0% 1 - Central Unit 5/30/2012 11:15 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD , ESTIMATED ENERGY PERFORMANCE INDEX* = 75 The lower the EnergyPerformance Index, the more efficient the home. 55 Lewis Street, Jacksonville, FL, 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single- family a. Frame - Wood, Exterior R =11.0 1072.00 ft b. Face Brick - Wood, Exterior R =11.0 264.00 ft' 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R =30.0 1508.00 ft 6. Conditioned floor area (ft') 1442 b. N/A R= ft2 c. N/A R= ft2 7. Windows "' Description Area 11. Ducts R ft' a. U- Factor: Dbl, U =0.54 90.00 ft' a. Sup: Attic, Ret: Attic, AH: RoomslnBlockl 6 258 SHGC: SHGC =0.30 b. U- Factor: N/A ft2 SHGC: 12. Cooling systems kBtu /hr Efficiency c. U- Factor: N/A ft2 a. Central Unit 30.0 SEER:13.00 SHGC: d. U- Factor: N/A ft2 13. Heating systems kBtu /hr Efficiency SHGC: a. Electric Heat Pump 30.0 HSPF:7.70 Area Weighted Average Overhang Depth: 1.667 ft. Area Weighted Average SHGC: 0.300 8. Floor Types Insulation Area 14. Hot water systems Z a. Electric Cap: 40 gallons a. Slab -On -Grade Edge Insulation R =0.0 1442.00 ft2 EF: 0.95 b. N/A R= ft2 c. N/A R= ft2 b. Conservation features None 15. Credits Pstat I certify that this home has Construction through the abo e saving ( features Energy which will ll be n tal (or exce eded) . zK s �zc ..... 0.40. in this home before final inspection. Otherwise, a new EPL Display Card will be completed xf� /e ; • ; based on installed Code compliant features. - .err „ ' . `�; o i Builder Signature: Date: ( ' j c" s Address of New Home: t 5 1) •: .t City /FL Zip: , 4 *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638 -1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauge USA - FlaRes2010 Section 405.4.1 Compliant Software Project Summary Job: SHAY1159 - wrightsOft' 1 Date: Entire House By: DRS ShayCore Enterprises, Inc. 4230 Pablo Professional Court, Suite #110, Jacksonville, FL32224 Phone: 904 - 992 -4405 Fax: 904 - 992 -4410 Pro'ect Information For: Jacksonville Homes, LLC. 1794 Rogero Road, Suite #1002, Jacksonville, FL 32221 Phone: 904- 744 -4755 Fax: 866- 329 -6692 Notes: 55 Lewis Street Des • n Information Weather: Jacksonville, Intl Airport, FL, US Winter Design Conditions Summer Design Conditions Outside db 32 °F Outside db 93 °F Inside db 70 °F Inside db 75 °F Design TD 38 °F Design TD 18 °F Daily range M Relative humidity 50 % Moisture difference 50 gr /Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 22085 Btuh Structure 16735 Btuh Ducts 5233 Btuh Ducts 6565 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 27318 Btuh Use manufacturer's data n Rate /swing multiplier 0.98 Infiltration Equipment sensible load 22834 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 2502 Btuh Ducts 1404 Btuh Heating Cooling Central vent (0 cfm) 0 Btuh Area (ft') 442 1442 Equipment latent load 3906 Btuh Volume Oft') 11536 11536 Air changes /hour 0.45 0.23 Equipment total load 26741 Btuh Equiv. AVF (cfm) 87 44 Req. total capacity at 0.74 SHR 2.6 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade BASE 13 PURON HP Trade BASE 13 PURON HP Model 25HBC330(A,W) * *30 Cond 25HBC330(A,W) * *30 AHRI ref no.3699497 Coil FB4CNF030 AHRI ref no.3699497 Efficiency 7.7 HSPF Efficiency 11.0 EER, 13 SEER Heating input Sensible cooling 22200 Btuh Heating output 30000 Btuh @ 47 °F Latent cooling 7800 Btuh Temperature rise 27 °F Total cooling 30000 Btuh Actual air flow 1000 cfm Actual air flow 1000 cfm Air flow factor 0.037 cfm /Btuh Air flow factor 0.043 cfm /Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat Load sensible heat ratio 0.86 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrl IhtsOt 2012-May-30 11:13:23 a1 9 rt Right - Suite® Universal 2012 12.0.07 RSU13256 Page 1 ACCA E:1ShayCore \MISC \53 Lewis St.rup Calc = MJ8 Front Door faces: S 4 wrightsoft Right -J® Worksheet Job: SHAY1159 Entire House Date: By: DRS ShayCore Enterprises, Inc. 4230 Pablo Professional Court, Suite #110, Jacksonville, FL 32224 Phone: 904 - 992 -4405 Fax: 904-992-4410 1 Room name Entire House Main House 2 Exposed wall 167.0 ft 167.0 ft 3 Room height 8.0 ft 8.0 ft heat /cool 4 Room dimensions 1442.0 x 1.0 ft 5 Room area 1442.0 ft 1442.0 ft Ty Construction U -value Or HTM Area (ft Load Area (ft Load number (Btuh/ft (Btuh/ft or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N /P /S Heat Cool Gross N /P /S Heat Cool 6 yJ 128 -Osw 0 n 3.69 2.74 218 201 741 550 216 201 741 550 . ' G 3A-2ob 0.610 n 23.18 23:63 15 0 348 354 15 0 348 354 12B -Osw 0.097 e 3.69 2.74 404 359 1323 982 404 359 1323 982 3A -2ob 0.610 e 23.18 79.49 45 0 1043 3577 45 0 1043 3577 11 W 12 B -0t w 0. 097 e " 3.69 1.63 48 48 177 78 ` 48 48 177 78 12B -Obw 0.097 s 3.69 1.63 216 166 612 271 216 166 612 271 G 3A -2ob 0.610 s 23.18 38.32 30 1 695 1150 30 0 695 1150 ' D 11J0 0.600 s 22.80 18.36 20 20 456 367 20 20 456 367 W 12B -Osw 0.097 w 3.69 274 452 432 1592 1182 452 432 1592 1182 L--U '11J0 0.600 w 22.80 18.36 20 20 456 367 20 20 456 367 C 16B -21ad 0.044 w 1.67 2.38 1442 1442 2411 3433 1442 1442 2411 3433 F 22A -tph ` 1.358 w 51.60 0.00 1442 167 8618 0 1442 167 8618 0 6 c) AED excursion 0 0 Envelope loss /gain 18472 12310 18472 12310 12 a) I nfiltration 3613 875 3613 875 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 5 1150 5 1150 Appliances /other 2400 2400 Subtotal (lines 6 to 13) 22085 16735 22085 16735 Less extemal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 22085 16735 22085 16735 15 Duct loads 24% 39% 5233 6565 24% 39% 5233 6565 Total room load 27318 23300 27318 23300 Air required (cfm) 1000 1000 1000 1000 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wr - htsoft 2012-May-30 11:13:23 9 Right-Suite/0 Universal 2012 12.0.07 RSU13256 Page 1 +'` E: \ShayCore \MISC \53 Lewis St.rup Calc = MJ8 Front Door faces: S Building Analysis Job: SHAY1159 4 - wrightsoft g Y Date: Entire House By: DRS ShayCore Enterprises, Inc. 4230 Pablo Professional Court, Suite #110, Jacksonville, FL 32224 Phone: 904- 992 -4405 Fax 904 - 992 -4410 Pro "ect Information For: Jacksonville Homes, LLC. 1794 Rogero Road, Suite #1002, Jacksonville, FL 32221 Phone: 904 - 744 -4755 Fax: 866 - 329 -6692 Desi • n Conditions Location: Indoor: Heating Cooling Jacksonville, Int'I Airport, FL, US Indoor temperature ( °F) 70 75 Elevation: 30 ft Design TD ( °F) 38 18 Latitude: 31 °N Relative humidity ( %) 30 50 Outdoor: Heating Cooling Moisture difference (gr /Ib) 11.5 50.0 Dry bulb ( °F) 32 93 Infiltration: Daily range ( °F) - 18 (M ) Method Simplified Wet bulb (°F) - 77 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Heatin• Component Btuh /ft Btuh % of load Walls 3.7 4445 16.3 w•us Ducts Glazing 23.2 2086 7.6 Doors 22.8 912 3.3 Ceilings 1.7 2411 8.8 Floors 6.0 8618 31.5 Door: stsitnto Infiltration 2.7 3613 13.2 Ducts 5233 19.2 Piping 0 0 Humidification 0 0 Ventilation 0 0 Adjustments 0 Total 27318 100.0 Coolin• Component Btuh /ft Btuh % of load Walls 2.5 3062 13.1 walls Internal Gains Glazing 56.5 5081 21.8 Doors 18.4 734 3.2 Ceilings 2.4 3433 14.7 Floors 0 0 0 Infiltration 0.7 875 3.8 Glazing____ , Ducts 6565 28.2 Ventilation 0 0 Ducts Internal gains 3550 15.2 Blower 0 0 Adjustments 0 Total 23300 100.0 Ceilin Infiltration Latent Cooling Load = 3906 Btuh Overall U -value = 0.115 Btuh /ft - °F Data entries checked. wrtsoft" 2012 - May - 3011:13:23 ± - h 9 Right - Suite® Universal 2012 12.0.07 RSU13256 Page 1 ACCA E: \ShayCore \MISC \53 Lewis St.rup Calc = MJ8 Front Door faces: S 0 o Y o 0 0 0 00 rn v, a w N . - o' y, a w t o .-. t P O CD `' t d C x O Y zs cn c cn n X as a ^ G � . s ' fie' O 0 5• �. c o H ° 1 F'' ►C v, �s' 1 . 1 14 S O c5 ti G O ' S a4 , {�3 - , g 1-y 0- 12. E C p b w 5' a0 � M co ° ' O ¢ `C7 0 ' y y O CI CD o °o =2- .. } J n it z 0 a oCD� V -C P o fa A. r o ro rn o 0 0 p ,.� ' 5. p J .- b L1 ' � TJ r4 ° o b a¢ A O 0 , 0 0 p-, , _ I o. o 0 z Q'o v °i , u,oc 5.o a 1 1: 1 P `� o n'� a r8 p 5 0o trl g � C (o c VE y � • c. aro c o o CD --- y o ( , a' w N Cr c9 ,5 7J E. rt M l l 4 4 4 4 o o `° i o ,0 o ot t--�t- rr � r r }n Q °, 11 r 7P 0 1 1 tt V ww) O N.. V. VJi N ON N O VD (D ! rn a, 00 � p w q r ■ g cr f ✓ t) ti Fr 2, a ' � col 4t aao LJ c s litw.me+s ae.:t., f iregmlalmaclammeamkS 3 � P� '�p•; °r , , >m .n,a.raML-Ire»acaxa WO, Lt, :A w N .-. O 10 0o J LA [. w N I-+ •-+ O sD oo ...1 a% LA P W b ' e G °o 0 0, 0 0 4- 0 ° 0 o o c0 5. p n �' Cn c v' ° d w 170 ° ti uc (14 . 0 0 .Cy oo w .~+ C, CD g — o �' C 1' y '30 a `" m P. 0 0 C y o 0 .y P � } to F i n co Ga,'' �,i �. 4. CD- y (to 1v o p is O y r, a 0 1- n C CD 0 0 i. r" a X} x x 0 et -c ti G 0 0. a e. 0. y o, CD CD CD CD 0 . C!1 `�'d b � � r te,, 0. 0 CM CD cp r B 0 0 0 a n O M h 0 5 N ( et b '0 C r r r r W W W W o A N NN• -+.P 4 01 0o N ∎O --1 I ('s' 01 W N :1 CS L 0 sy * 1 • - I m Category/Subcategory I Manufacturer j Product Description I Limitation of Use State # J Local # G. SKYLIGHTS 1. Skylight 2. Other: H. NEW EXTERIOR ENVELOPE PRODUCTS 1 2 In addition to completing the above list of manufacturers, product descriptions and State approval numbers for the products used on this project, it is the Contractor's or Authorized Agent's responsibility to have a legible copy of each manufacturer's printed instructions, along with the list above, on the job site available to the inspector. The products listed below did not demonstrate product approval at time of plan review. I understand that before these products can be inspected, they must be submitted for review for code compliance and approved by a Plans Examiner. This form will be revised to include each new product in the categories listed above and will be highlighted to indicate the new products and required information. Contractor /Authorized Agent: 1),i ,`" (Print) (Signature) c. Company Name: 7ricc e \ ere Mailing Address: ( -1Z. f ck eft -? 7'j 1 ( i op City: IP State: I' Zip Code: 5Z2 Z`{ Telephone Number: ('ct ) LJ 7 l 2. ' i 2 - Fax Number: (`1 o -/ ) crcl 2 - Cell Phone Number: ( ) Z?> 7 - ` S' S E -mail Address: ,,,„cj Q S 1'tw1 <.or`Q . Co- Printed Date: 7/10/2008 Page 3 of 3 MAP SHOWING BOUNDARY SURVEY OF '. "'...`",,:„..,,x .,.."..;,.....0"0,4.04 LOT 13, BLOCK 2, DONNER'S REPLAT, AS RECORDED IN PLAT BOOK 19, c PAGE 16, OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA. , PROGRESS HOME BUYERS, LLC F IL ORIDA LIMITED LIABILITY COMPANY o ELITE TITLE & ESCROW CHICAGO TITLE INSURANCE COMPANY -- .__ a te w.n:kre; % - wen wsM 58n..IR * LOT 11 BLOCK 2 50.00' (PLAT) N 8 9'31'43" E 49.90' (MEASURED) 0.5' 1 , , x x - x 2.8' 0.8' LOT 14 I LOT 13 BLOCK 2 I BLOCK 2 1 1I ' 0.a/ J I PAD E'•''I Q x - 11.5 • _ 0 111 27.0' ' 4 Q 0_ w N N Q 2 w W J o_ M va. � a0 LOT 12 PROPOSED d• BLOCK 2 .- RESIDENCE No. 55, 0 7: FLOOR PLAN 1450 4'84' CONCRETE PAD w R to to 1- 0 La 3.7 0 O 1,' C OVERE -- 11 -- 0 cot, 0 + -1 3.3.. 0 z L1J N ceb L.1 n r (D a 270.00' (PLAT) • 2 MEASUREO) • BLOCK • CORNER S 89 W 50.00' (MEASURED) 50.00' (PLAT) LEWIS STREET — K— = FENCE (30' RIGHT OF WAY) O = CONCRETE O = SET i/2' REBAR STAMPED PSM /6146 • - FOUND 1/2- IRON PIPE NO IDENTIFICATION (UNLESS OTHERWISE NOTED) . . 4x4" CONCRETE MONUMENT PC POINT OF CURVATURE C POINT OF REVERSE CVRVATURE A/C - AIR CONDITIONER PT - POINT OF TANGENCY PCC PR - POINT OF COMPOUND CURVANRE NOTES: 1. BEARINGS ARE BASED ON THE ASSUMED BEARING OF __5_1=Q_E-__ ALONG THE REVISIONS EASTERLY BOUNDARY LINE OF SUBJECT PARCEL. DATE DESCRIPTION 2. BY GRAPHIC PLOTTING ONLY THE CAPTIONED LANDS LIE WITHIN FLOOD ZONE " X " NATIONAL FLOOD INSURANCE MAP DATED APRIL 17, 1989, COMMUNITY NUMBER 120075, PANEL _DQAI n N THE 5 -16 -2012 SITE PLAN 3. THIS SURVEY REFLECTS EASEMENTS SUPPLIIED. UNLESS OTHERWISE E STATED, NO OT R TITLE Y VERIFICATION HAS BEEN PERFORMED BY COMMITMENT I UNDERSIGNED. 4: THIS SURVEY IS NOT VALID WITHOUT AN AUTHENTICATED ELECTRONIC SIGNATURE AND AUTHENTICATED ELECTRONIC SEAL. JOB # 20931 -A I DATE OF FIELD SURVEY: 5 -15 -2012 SCALE: 1" = 20' r - Ray Thompson CERTIFICATE I HEREBY CERTIFY THAT THIS r • DE UNDER MY RESPONSIBLE CHARGE SURVEYING, inc. BOARD E ET S PRO E MIN U L T x1,1V I" 1 ,7 AS SET FORTH BY THE FLORIDA ' ' � 'Going the DISTANCE for Youl ADMINISTRATIVE Cx' ANT J r 4•S iY 9Td G 10N 4 �� LORIDA STAATU1U TESS. E w 5 1 CHAPTER T FLORIDA . 4613 Philips Highway, Suite 210 / O Jacksonville, Florida 32207 1, II MR (Phone) 904 -448 -5125 REGISTERED SUR .. OR RAYMOND ANEArkl6.PPER 5 146 STATE OF FLORIDA 11111111111.1111 S (Fax) 904 - 448 - 5178 L AWE., BUSINE s 4 7469 LAND SURVEYS O CONSTRUCTION SURVEYS 41, 7M° 4 $UNVEY • ' BDIVISIONS — weimmonimmommuniminumimumik O 2012•06 -12 08:29 Building Dept. 247 5845 » 285 3816 P 3/3 MAP SHOWING BOUNDARY SURVEY OF r ' ' " " " '"'•' LOT 13, BLOCK 2, DONNER'S REFLAT, AS RECORDED IN PLAT BOOK 19. ! PAGE 16, or THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY. FLORIDA, riLE copy 1 } r r PROCRESS HOME BUYERS, L CC A FLORIDA UNITED LIA91UTY COMPANY Eg CHtCAG TITLEE et ESCROW LE INSURANCE COMPANY - 1 LOT T1 BLOCK 2 50.00' (PLAT) N 8 9'31'43" E 49.90' (MEASURED) a I ........... _...�_,�......-_,.,�.. —. 00000.' isuior LOT 14 BLOCK 2 I( BLOCK 2 a •n i Nw P III a i PROP0512? I LOT 12 r RESIDENCE BL�K 2 6 F L O O R tort PLAN tarp no Ps I 1 41 8 1 8 1 M t tit A l � ttf lg V4.0# (WARM) . 4 .t •• •_ Win•••.., °°""`" ,,, °;'' --� ,- 5 89'26'41" W -° k :A. 56.00' (MEASURED) it-s-[.4 50.00' (PLAT) LEEFdn' I, jTREE7 --•.... • r4Not 00-.0R or w..9 .v t] .. us I�t' ltaw $7M* $ *2401441 '"°-- , , .1 ZnC • . rams 1/Y slaw rot uA coar,rAftt A/d . ANI 00.016,01 PC • : NWT R ttAWINNt row . MY/ tr NtP•4C CWWAtse AI • poor OF ;worm Att . IOW OF tra"bC,rob tuyMtst sot& s Dam a of . 1. c S 1 l v BASED uourrn+ t stiu ar r"' .22 :E M CN0 hK REViSIONS 7. Dv CRAP1lD i�c0TlnrC d.R r 1NC CAP7i0.it tANDC tie *THIN twos; ZONC DCSCRIPTWN Illinall NAO*KAL F 1,000 Rr1A1RANCC OAP WA= APRIL 17, 1606. CQl1MWJITY NW/Dt, i "PN L Ate - , :i1C ALAN 3, TWO manor r Rona. V LCSS Q lX RW T A G Na MOM Or WAY AS TIOM HAS DC T PL %QRMSO BY RIC UNDCRUONEO ��� 41 De suave 1S NDT VALID *moan AN A'J 4c$ lgATCD: CLCCTRONIC S4NANRt MD $ITNCNTICATCO hCCTRd+IC scAL. _ ` J•= N 209:31 -A DATE OF FIELD SURVEY; 5 -15 -2012 �i1Arl AA Raw it may Thompson CERTIFICATE ® ' ,` �MN SURVEYING. Ines. 40 OF Ii ' r " wawa V , ,•„+ . c +°J" r ,. r 4 7 ro.a N MAN" M.�f i R�1�II� �ir>(iT pre 031 &TAAI F for Vail AaN,.uNAm, :, r r `. A °� 471,s, 04 aAWTU Of t.4. namA MR 4613 PhW 1 H tE iFbf'p' wN w ATA J4000lY . 3220? j M 1191111 i :1111 al. �� ��M� { FOX RCdaTERm 3118 ",�ti 7Np 1P ,, 146 SUM Or AIWA LAND SURV YS • C0NS1RUCfoN SURVEYS 4� iWT;ws.'e .A LAND Reviewed For GetterCC;ii t 0 Revise And Resitbnlat Returning Withott't Obj3G r JULIUS LEE PE. C. Patti Di,giacomo 1),E. *1) .,., . RE: 422301 - 1109 COASTAL BAY BLVD, BOYNTON BEACH, FL 33435 Site Information: Project Customer: Construction Management Plus Project Name: 422301 Model: 1159 C Lot/Block: Subdivision: Address: Master City: Duval State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: Charles P. DiGiacomo, PE License #: 59660 Address: 3184 Litchfield Drive City: Orange Park State: Florida General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): FBC 2010/TPI 2007 Design Program: MiTek 20/20 7.3 ASCE 7 -10 Wind Speed: 130 mph Floor Load: N/A psf Roof Load: 37.0 psf This package includes 30 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 a proval dates supersede and replace the previous drawings. No. Seal# Truss Name Date INo. 1 Seal# Truss Name Date 1 115550139 CJ 5/31 /012 18 1 15550156 T01 5/31/012 "°"'""""'". °""""`"'0"""""M"O""'M"""'''""` 2 15550140 I CJO3 15/31/012 119 115550157 1 T02 15/31/012 " 3 115550141 1CJO4 5/31/012 120 1 15550158 I T03 5/31/012 4 15550142 CJO5 15/31/012 21 15550159 T04 5/31/012 FILE c 5 115550143 1CJ06 15/31/012122 ,15550160 1T05 15/31/012 6 _ 115550144 L CJ07 L5/31/012 123 115550161 1 T05A 15/31/012 J ' , • •• •- M . 7 15550145 1 CJO8 5/31/012 124 115550162 1T06 5/31/012 N.. . •0,~.,,, 8 1 15550146 1 CJO9 5/31/012 125 _ 115550163 1T07 1 5/31/012 9 115550147 I0J10 5/31 /012 126 115550164 IT08 15/31/012 10 1 15550148 1 CJ 11 5/31/012 127 15550165 1T09 15/31/012 11 115550149 EJ01 5/31/012 128 115550166 T10 15/31/012 L12 115550150 EJ02 5/31/012 129 1 15550167 1 T11 15/31/012 13 115550151 1EJ03 5/31/012 130 ;15550168 1T12 15/31/012 114 115550152 1 HJO2 5/31/012 15 115550153 1 HJ03 5/31/012 1 16 .._115550154 1 HJ04 15/31/012 17 115550155 HJO4A 15/31/012 The truss drawing(s) referenced above have been prepared by MiTek � 011111/0, i Industries, Inc. under my direct supervision based on the parameters � �`� \us .. K. �' provided by Builders FirstSource (Jax). � J� N g �F Truss Design Engineer's Name: Julius Lee = * . . 0 31869 * My license renewal date for the state of Florida is February 28, 2013. — �r / CC .71 1 NOTE: The seal on these drawings indicate acceptance of , professional engineering responsibility solely for the truss % STATE OF • . . components shown. The suitability and use of this component % F�oR►DP C���� designer, perANSI /TP g Chapter 2 onsibility of the building ����//iON'Af1 - 31,2012 1 of 1 Julius Lee 9 li Job Truss Truss Type Qty Ply 15550139 422301 CJ02 JACK 4 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.340 s Mar 28 2012 MiTek Industries, Inc. Thu May 31 09:09:39 2012 Page 1 ID: v9bL006R_ h? GebVV3? NsnfDzHYNv- V9YFEcwPTPWtlWY4ymwg46uca r'?nLcsAK I -1 -0 -0 1 1 -0-0 1 1 -0-0 1 -0-0 3 i Scek -16 0 3 5 r LI T1 -' C 0 01 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1/defi Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.07 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 001 Vert(LL) -0.00 2 >999 180 BCLL 0.0 • Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 516 FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1 -0 -0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Guide. REACTIONS (Ib /size) 2= 105/0 -3-8 (min. 0 -1 -8), 4 =10 /Mechanical, 3 = -6 /Mechanical Max Harz 2 =31(LC 12) Max Uplitt2= -62(LC 8), 3 = -7(LC 2) Max Grav2= 127(LC 2), 4 =19(LC 3), 3 =17(LC 10) \ \ \`1 \ \ 1 1 1 k /�, /// FOR (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \ \ \\ \ v ` , ' • �, 1 /, NOTES (8 -10) \ . ) " • \CENSF • S % \ 1) Wind: ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCDL= 42psf; BCDL= 3.Opsf; 5 =155; Cat. II; Exp B; End., GCpi =0.18; MWFRS (envelope) 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. * 34869 • * -- 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 ( d ) , : — bottom chord and any other members. — _4• 4) All bearings are assumed to be SP No.2 crushing capacity of 565 psi. ! A 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 62 Ib uplift at joint 2 and 7 Ib uplift at joint 3. --- 73 /W�� 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. W 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. STATE OF 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 Inc building designer per ANSI TPI 1 as referenced by the building code. -(� " • • •' L. o O P \ 9) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. ( - ' • a 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 y y / / / /si N A\- ` , \ \ \ \ \ \\ May 31,2012 4 I A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1 - 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is bused only upon parameters shown. and is for an individual building component. Applicability of design paromenters 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 Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1 109 Coastal Bay fabrication. quality control, storage, delivery. erection and bracing. consult ANSI /1P11 Quality Criteria, DSB -89 and BC511 Building Component Boynton Beach.FL 33435 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. St Job Truss Truss Type Qt Pl 422301 CJ03 JACK 4 1 15550140 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.340 s Mar 28 2012 MiTek Industries, Inc. Thu May 31 09:09:41 2012 Page 1 I D: v9bL0o6R _h ?GebW3 ?NsnfDZHYNV- RYgOFlxf ?1 mb _piS3ByJ9XzyFefypWMTnM7hjFzB150 -1-0-0 I 3-0-0 1 -0-0 3 -0-0 sale=ir T2 yy 5 00 1 . TI o ' B1 /) P1 h4 = LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Weft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.12 Vert(LL) -0.00 2 -4 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.01 2 -4 >999 180 BCLL 0.0 • Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 11 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 3 =50 /Mechanical, 2= 154/0 -3-8 (min. 0 -1 -8), 4 =28 /Mechanical Max Horz 2 =62(LC 12) Max Uplift3= -46(LC 12), 2= -60(LC 12) Max Gray 3 =61(LC 2), 2= 182(LC 2), 4 =56(LC 3) \\ \ \ 5 1) (j j 1 / /// FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \ \ \\ \ ' S S � K /// V /, NOTES (8 -10) " J \CEN " .. ( (‘ i 1) Wind: ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCDL= 4.2psf; BCDL =3.0psf; h =15ft; Cat. I1; Exp B; Encl., GCpi =0.18; MWFRS (envelope) ■ i 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 ■ 1 2) This truss has been designed for a 10.0 psf bottom chord live load noncencurrenl with any other live loads. 869 7 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 ca l --- bottom chord and any other members. — N 4) All bearings are assumed to be SP No.2 crushing capacity of 565 psi. L L , 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 Ib uplift at joint 3 and 60 Ib uplift at joint 2. 7 73 W , = 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. -- 7) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. --- 8) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the % STATE OF • • responsibility of the building designer per ANSI TPI 1 as referenced by the building code. *. y • • F OR'p P • • • . 0�\; 9) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. Sl \ • 10) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Ba Blvd. Bo • nton Beach, FL 33435 / S • " • " `` LOAD CASE(S) Standard / // y //O N ^ - llit‘\s \ \ \ \\ May 31,2012 / A WARNING - Verily design parameters and READ NOTES ON TNIS AND INCLUDED MITRE REFERENCE PAGE MII-741'3 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 paromenters 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 Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1 109 Coastal Bay fabrication, quality control, storage. delivery, erection and bracing. consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component Boynton Beach, FL 33435 Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. i Job Truss Truss Type Qty Ply 5550141 422301 CJ04 JACK 4 1 Job Reference (optional Builders FirstSource, Jacksonville, FI 32244 7.340 s Mar 28 2012 MiTek Industries, Inc. Thu May 31 09:09:42 2012 Page 1 I D: v9bLOo6R_h ?GebW3 ?N SnfDZHYN V -vkD OSey H rOKUSCZHfduTYik W 392yY100000F FSZB 151`. -1 -0-0 ) 5-0-0 1 -0-0 50-0 Suk =1155 5 �1 111 n, 500 �l 1 =' a LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.30 Vert(TL) -0.08 2 -4 >728 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC201O/TP12007 (Matrix) Weight: 17 Ib FT = 20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 50 -0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 3 =99 /Mechanical, 2= 213/0 -3 -8 (min. 0 -1 -8), 4 =48 /Mechanical Max Horz 2 =94(LC 12) Max Uplifl3= -86(LC 12), 2= -74(LC 12) Max Grav 3=12l(LC 2), 2= 250(LC 2), 4 =96(LC 3) \\ \ \ \,)) ) j) (�/ / �/ FORCES (Ib) - Max. CompiMax. Ten. - A0 forces 250 (15) or less except when shown. \\ \ \)S S • /\ • /// NOTES (8 -10) \ 1) Wind: ASCE 7 -10; 13Omph (3- second gust) Vasd= 101mph; TCDL= 4.2psf; BCDL= 3.Opsf; 5=150; Cat. II; Exp B; Encl., GCpi =0.18; MWFRS (envelope) gable end zone and C -C Extenor(2) zone;C -C for members and forces 8 MWFRS for reactions shown; Lumber 001=1.60 plate grip 001=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. –. * pt 34869 3) • This truss has been designed for alive load 01 20.Opsf 00 the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0-0 wide will 51 between the bottom chord and any other members. _ –0 _ 4) All bearings are assumed to be SP No.2 crushing capacity 01 565 psi. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 Ib uplift at joint 3 and 74 Ib uplift at joint 2. W 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. — 7) Warning: Additional permanent and stability bracing for truss system (not part 01 this component design) is always required. STATE OF `V 8) This manufactured product is designed as an individual building component. The suitability and use 01 this component for any particular building is the - , •�\ responsibility 01150 building designer per ANSI TPI 1 as referenced by the building code. • (\ • • • • FC O RtO P \ �\ 9) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. V (� • • ..... • • a \\ 10) Truss Design Engineer: Julius Lee, PE: Florida P y ch.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Bea, FL 33435 LOAD CASES) Standard / / /// S 1 /111 � �� \\ \\ May 31,2012 f t A WARNING. Verify design parameeart and READ NOTES ON 37475 AND INCLUDED MTT'ER REFERENCE P.40E 00II -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon porameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of bolding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overoll structure is the responsibility 01 the building designer. For general guidance regarding 1109 Coastal Bay fabrication, qualify control. storage. delivery, erection and brocing. consult ANSI /TPII QooIBy Crtteda. DS8 -89 and ICSII Ballding Component Boynton Beach.FL 33435 Safety Inlormalton available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Job Truss Truss Type Qt Pl 15550142 422301 CJ05 JACK 5 1 _ Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.340 s Mar 28 2012 MiTek Industries, Inc. Thu May 31 09:09:43 2012 Page 1 ID:v9bL0o6R h ?Gebw3 ?NsnfDZHYNv -Nxnm4 zvXe0JD7rrBc nEy2HbSMaHQsmFgcoo7zB15N I -1 -0-0 — 1-4 -8 1 1 -0-0 Scale 3 500 FY 2 p' , ILT1 B1 2x4 = 0 -5-12 0-5-12 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) 1 /dell lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.13 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.02 Vert(TL) -0.00 2 >999 180 BCLL 0.0 • Rep Stress Incr YES W8 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC201O/TP12007 (Matrix) Weight: 6 lb FT = 20% LUMBER. BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-4 -8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 4 =13 /Mechanical, 2= 110/0 -3 -8 (min. 0 -1 -8), 3 =10 /Mechanical Max Horz 2 =37(LC 12) Max Uplift4 = -8(LC 8), 2= -69(LC 8), 3 = -12(LC 12) Max Gray 4 =27(LC 3), 2= 132(LC 2), 3 =15(LC 21) \`\ ` \ \' ,)))) r r r , f// FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \\ S S • // NOTES (8-10) \\ J � • \ GENS . ' �c,(s 1) W1nd: ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCDL =4.2psf; BCDL= 3.Opsf; 5 =159; Cat. II; Exp B; End., GCpi =0.18; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left exposed ; porch left and right exposed;C -C for members and forces & MWFRS for reactions * '. 7C shown; Lumber DOL =1.60 plate grip DOL =1.60 /�� /� /t /v..' 34869 7C 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ���-� vl 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 — VVV���///JJJ W bottom. chord and any other members. lL N 4) All bearings are assumed to be SP No.2 crushing capacity of 565 psi. ` .ter r „ 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 Ib uplift at joint 4, 69 Ib uplift at joint 2 and 12 Ib uplift at joint 3. • • 6) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. STATE OF 14/ -- 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ::,<NORAIOLP: � 8) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the N.. • • • • • • , . \ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. / tJ \ 9) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. 10) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 / / // �� \ \ fr rrrr)t���� LOAD CASE(S) Standard May 31,2012 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 paramenters 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 Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1 109 Coastal Bay fabrication, quality control, storage. delivery. erection and bracing. consult ANSI /TPII Quality Criteria, DS8 -89 and BCSII Building Component Boynton Beach, FL 33435 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. I 1 Job Truss Truss Type Oty Ply 15550143 422301 CJO8 JACK 5 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.340 s Mar 28 2012 MiTek Industries, Inc. Thu May 31 09:09:44 2012 Page 1 I D:v9bL0o6R h ?GebW3 ?NsnfDZHYNv-r7L8HK XIyB9rHQ1kJWOn9bQ _shC015vTKLMKZzB15L 1 -1 -0-0 3-4-8 1 1 1 -0 -0 3-4 -8 0 � Scek t -1 A 3210 I 71 ] ;-qo 131 /✓'/ 1 7 ' 7 a 2.1= I 0-5-12 0-5-12 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /del Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.28 Vert(LL) 0.02 2 -4 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.12 Vert(TL) -0.02 2 -4 >999 180 BCLL 0.0 • Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/8 n/a BCDL. 10.0 Code FBC2O10/TP12007 (Matrix) Weight: 12 Ib FT =20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -4 -8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directy applied or 10-0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection. in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 3 =60 /Mechanical, 2= 164/0 -3-8 (min. 0 -1 -8), 4 =32 /Mechanical Max Horz 2 =68(LC 12) Max Uplift3= -54(LC 12), 2= -89(LC 8), 4= -20(LC 8) Max Gray 3 =73(LC 2), 2= 194(LC 2), 4 =63(LC 3) \ \ \ \ \ \) (( ) ) / 11 / 1 FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \ \\ \v J • r \- / /// NOTES (8-10) .i... • \CENSF C� /. 1) Wnd: ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCOL= 4.2psf; BCDL= 3.Opsf; h =15ft; Cat. II; Exp B; Encl., GCpi =0.18; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left exposed ; porch left and right exposed;C -C for members and forces 8 MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 -- * 34869 ' 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 — . ' 1 - N -- bottom chord and any other members. -•�� r r W / 7C /. , 11 LJ.. 4) All bearings are assumed to be SP No.2 crushing capacity of 565 psi. . W 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 Ib uplift at joint 3, 89 Ib uplift at joint 2 and 20 Ib uplift at 1 r �V , -- i joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. %. STATE OF �. . 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. v9 • -, F C ORtO P •' ` � � 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. '(� N \—\\\\ 9) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. / /1 1/49 / s \ 10) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 / / / I / (j () \ \ \ LOAD CASE(S) Standard May 31,2012 Al. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 141II -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 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction k the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1 109 Coastal Bay fabrication. quality control. storage. delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component Boynton Beach, FL 33435 Safety Information available from Truss Plate Institute, 583 D'Onotdo Drive, Madison. WI 53719. Job Truss Truss Type Qty Ply 15550144 422301 CJO7 JACK 1 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.340 s Mar 28 2012 MiTek Industries, Inc. Thu May 31 09:09:45 2012 Page 1 ID:v9bL0o6R h? GebW NsnfDzHYNv- KJvXUg ?92FGOTR ?DI11FKN8ZRF0FIKL2i 5vs0zB15V I -1 -0-0 ( 5-4 -8 1 -0-0 5-4 -8 Scale 1.163 500 Fi cl Era Bt '■) WI N 4 LA 2x4 = 5 1 0-5-12 i 4 -1 -12 0 -5-12 3 -8 -0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) 0.02 2 -5 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.13 Vert(TL) -0.02 2 -5 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 18 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5 -4 -8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings Mechanical except (jt= length) 2= 0-3 -8, 5= 0 -3 -8. (lb) - Max Horz 2= 100(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 3, 4, 5 except 2=- 101(LC 8) Max Gray All reactions 250 lb or less at joint(s) 3, 2, 4, 5 \\\ \ v \ \ \ (1 1I i I / /, // FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \\ 1 .. S " k ,C '// • NOTES (8-10) \\ �J V \ \C G S F ' • `� • 1) Wind: ASCE 7 -10; 130mph (3- second gust) Vasd =101 mph; TCDL= 4.2psf; BCDL= 3.Opsf; 9 =158; Cat. II; Exp B; Encl., GCpi =0.18; MWFRS (envelope) - - gable end zone and C-C Exterior(2) zone; cantilever left exposed ; porch left exposed;C -C for members and forces & MWFRS for reactions shown; ■ * • • 1 ....• Lumber DOL =1.60 plate grip DOL =1.60 34869 7� ,_ 2) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent 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 SP No.2 crushing capacity of 565 psi. ` •-n W = 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 3,4,5 except (jt =1b) 2 =101. -- /�+ • 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. . STATE OF • • � �� 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. . • .- • 8) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the • Pi OR`p & • . • • �\ \ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. �l � / / 9) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. G \ \ 10) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 "1, , , O N A1-\ V0 \ � ii LOAD CASE(S) Standard i I (t May 31,2012 I A A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 51117373 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is tor on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 5 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure i5 the responsibility of the building designer. For general guidance regarding 1 109 Coastal Bay fabrication, quality control, storage. delivery, erection and bracing, consult ANSI /TPII Quality Criteria, DSB -89 and BCSII Building Component Boynton Beach, FL 33435 Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 15550145 422301 CJO8 JACK 2 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.340 s Mar 28 2012 MiTek Industries, Inc Thu May 31 09:09:48 2012 Page 1 I D: v9bL0o6R_ h? GebW3? NsnfDzHYNv- oWTvi?? opZOt4baQskYUsagkBfl5UnbCxegSPSzB15, -1 -0-0 5 -4 -8 I 1 -0-0 5-4 -8 500 (1] i Mil 01 ',)( 1 '/ < LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.04 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.11 2 -4 >580 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 18 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4 -8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 3 =1D8 /Mechanical, 2= 224/0 -3-8 (min. 0 -1 -8), 4 =52 /Mechanical Max Horz 2= 100(LC 12) Max Uplift3= -93(LC 12), 2= -77(LC 12) Max Gray 3= 132(LC 2), 2= 264(LC 2), 4= 103(LC 3) \ \\ \ 1 \ C t 1) i / . / / FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shovm. \\ ` \ \)S S K • • • /�/ � / NOTES (8-10) � J V • 10ENS . •..\'4\ 1) b Ind: ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCDL= 4.2psf; BCDL= 3.0ps1; h =15ft; Cat. 11; Exp B; Encl., GCpi =0.18; MWFRS (envelope) .. gable end zone 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 Z 1 • 1 i 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7[ 34869 7C 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 SP No.2 crushing capacity of 565 psi. IX 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. W 6) 'Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. — -- •• 7) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. STATE OF • 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. • • . V F j_ ORtO P • .• ��'AA 9) Note: Vi graded lumber designation SPp, represents new lumber design values as per SPIB. ��� (� • 10) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 / j/ V (Is,. v / • • • (, \\ \\ LOAD CASE(S) Standard / / / / ON AL. 'c' May 31,2012 t I A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE 3377-7473 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 paromenters 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 i5 the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1 109 Coastal Bay fabrication. quality control, storage. delivery. erection and bracing, consult ANSI /1P11 QualIy Criteria. DS11-89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Mate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Job Truss Truss Type Pty Ply 15550146 422301 CJO9 JACK 3 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.340 s Mar 28 2012 MiTek Industries, Inc. Thu May 31 09:09:47 2012 Page 1 I D:v9bL0o6R_h ?GebW3 ?NsnfDzHYNv -Gil HvLOQatWkik9cQS3jPoDvx3eKDErL91aOxuzB151 1 -1-0 -0 5-4 -8 I 1 -0-0 5-4-8 '' '`r Scale . 116.3 3 I� S 00 (11 • • ¢ o ' 81 il I 0 -6-12 0-6 -12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(TL) -0.04 2 -4 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.11 2 -4 >580 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/8 BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 18 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4 -8 oc purfins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 3= 108 /Mechanical, 2= 224/0 -3 -8 (min. 0 -1 -8), 4 =52 /Mechanical Max Horz 2= 100(LC 12) Max Uplift3= -93(LC 12), 2= -77(LC 12) Max Gray 3= 132(LC 2), 2= 264(LC 2), 4= 103(LC 3) \\\ \ , % ( 1 c 1 ( / / / / / / FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \ \\ v � S. k /// NOTES (8-10) • \CENSF • • , � j 1) Wind: ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =15ft; Cat. 11; Exp B; Encl., GCpi =0.18; MWFRS (envelope) � i gable end zone and C -C Exterior(2) zone; cantilever left exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate ,;::•• i grip DOL =1.60 * 34869 * = 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. — IA , 4) All bearings are assumed to be SP No.2 crushing capacity o1565 psi. Tl 1 ! /S W 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. --- WW.../11 : f , 'L . ` 6) "Semi•rigid pitchbreaks including eels" Member end fixity model was used in the analysis and design of this truss. STATE OF 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. - � 8) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the •' • • F(ORIO P • • /'w\ \ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. • • `lJ \ • 9) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. , , S/ ! ` \ \\ 10) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 /1 O N AL r \\ LOAD CASE(S) Standard / / r (r 1)) `\ \ May 31,2012 � I A 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. Applicability of design poromenters 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 Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1 109 Coastal Bay fabrication, quality control, storage. delivery. erection and bracing, consult ANSI /TPI1 Quality Criteria, 051 -89 and BCSI1 Building Component Boynton Beach, FL 33435 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 15550147 422301 CJ10 JACK 1 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.340 s Mar 28 2012 MiTek Industries, Inc. Thu May 31 09:09:48 2012 Page 1 ID: v9bL0o6R_ h? GebW3? NsnfDzHYNv- kubf7h12LAebKukoz9ayx ?m9JT3Iyh5V0yJZTLzB15H - - - I 1 -4-8 1 -0-0 1 -4 -8 Sub. 1]] 3 500 1 ' r A/ M. a = 4 I LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.07 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.02 Vert(TL) -0.00 2 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 6 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-4 -8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 2= 110/0 -3 -8 (min. 0 -1 -8), 4 =13 /Mechanical, 3 =10 /Mechanical Max Horz 2 =37(LC 12) Max Uplift2= -57(LC 8), 3= -12(LC 12) Max Gray 2= 132(LC 2), 4 =27(LC 3), 3 =15(LC 21) \\\ `1 II I1II` / / ii, FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \ \\ V v . S. K ♦ C / // / NOTES (8 -10) \ ` , J ' . .\ •. ' - 1) Wind: ASCE 7 - 10; 130mph (3- second gust) Vasd= 101mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =15ft; Cat. 11; Exp B; Encl., GCpi =0.18; MWFRS (envelope) � gable end zone 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 * ••• 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 34869 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 re assumed to be SP No.2 crushing capacity of 565 psi. — — 0 r , � _ 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. t ,( /I , 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. v v •� `V 7) blaming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. STATE OF 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. • • E t GRID P • \ \ ■ 9) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. S • , • ` � \ 10) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 //7; S • ' • \-.\ \ \` LOAD CASE(S) Standard �� � "� \ \ May 31,2012 t A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1.7473 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 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1 109 Coastal Bay fabrication. quality control, storage. delivery, erection and bracing. consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSl1 Building Component Boynton Beach.FL 33435 Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. Job Truss Truss Type Qty Pty 15550148 422301 C111 JACK 1 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.340 s Mar 28 2012 MiTek Industries, Inc. Thu May 31 09:09:49 2012 Page 1 ID: v9bL0d6R_ h? GebW3? NsnfDzHYNv- C591K12g6UmSx2J ?Xt5BUDIPubONh8Ledc37 ?nzB15G I -1 -0-0 I 3-48 I 1 -0-0 3-4 -8 Scale 1"21 3 141 500 • ►-1. 224 = LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.16 Vert(LL) -0.01 2 -4 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.12 Vert(TL) -0.02 2-4 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 12 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4 -8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection. in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 3 =60 /Mechanical, 2= 164/0 -3 -8 (min. 0 -1 -8), 4 =32 /Mechanical Max Horz 2 =68(LC 12) Max Uplift3= -54(LC 12), 2= -62(LC 12) Max Gray 3 =73(LC 2), 2= 194(LC 2), 4 =63(LC 3) \\ \ 1 • 1 1 ( ( / , / � / FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \ \\ \OS S K / // � NOTES (8-10) `.., \CENSF•<�� / < \ 1) Wind: ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCDL= 4.2psf; BCDL= 3.0psf; h =1511; Cat. II; Exp B; Encl., GCpi =0.18; MWFRS (envelope) • . gable end zone 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 ` • * � 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3486 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. _ - 1 ni 4) All bearings are re assumed to be SP No.2 crushing capacity of 565 psi. I f Wl �lc % , J1 LL 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. --- , (,j� 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. / r , -- 7) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. . 8) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the STATE OF � ` responsibility of the building designer per ANSI TPI 1 as referenced by the building code. • • , •' 1 0 t0 P • • • \ ■ 9) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB.(� • , , , • • a \ 10) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 ///616.1.../.. // v, .i \ _ \ \ \ LOAD CASE(S) Standard /1 / 1 / � ) � \ `` May 31,2012 ■ ® WARNING - Verify design paramatars and READ NOTES ON THIS AND INCLUDED SHTEN REFERENCE PAGE 0111 -7473 BEFORE USE. Design valid for use only with MOek 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 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1109 Coastal Bay fabrication. quality control, storage. delivery, erection and bracing, consult ANSI /TPI1 Quality Craeria, DSB -89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. Job Truss Truss Type Oty Ply 422301 EJ01 MONO TRUSS 8 1 15550149 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.340 s Mar 28 2012 MiTek Industries, Inc. Thu May 31 09:09:50 2012 Page 1 ID: v h? Gebw NsnfDZHYNv gHiQYN2ItouJZCuB5a0Q1QrKiGccQaaosGogYDzB15F 1 -1 -0-0 i 7 -0-0 1 -0-0 7 -0-0 Scale = 1191 9 1 500 ►A z.4- LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.78 Vert(LL) -0.13 2 -4 >639 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -0.32 2 -4 >255 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 23 lb FT= 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0 -0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3= 145 /Mechanical, 2= 275/0 -3 -8 (min. 0 -1 -8), 4 =68 /Mechanical Max Horz 2 =87(LC 12) Max Uplift3= -78(LC 12), 2= -43(LC 12) Max Gran 3= 178(LC 2), 2= 322(LC 2), 4= 136(LC 3) \\ \ , ,))))) ' , /// FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. \ \\ \ s \ S S. k o / \ / NOTES (8-10) ■ \CEN4 ' •- •� 1) Wind: ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCDL= 4.2psf; BCDL= 3.0psf; h =15ft; Cat. 11; Exp B; Encl., GCpi =0.18; MWFRS (envelope) 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 ■ 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. l a •. * 34869 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in at areas where a rectangle 3-6-0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. = • 4) All bearings are assumed to be SP No.2 crushing capacity of 565 psi. ,1 c 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 7- -T N �/VI ! /1 ` M 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used the analysis and design of this truss. /WVJJ ILI 7) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 8) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the % STATE OF � responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ' • FL OR' D P • • • G ` \ 9) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. � 1 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 / / � /, f V t•1� \ \ \ \ \ May 31,2012 ■ A WARNING - Ve rify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII 7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown. and 4 for on individual building component. Applicability of design poramenters and proper incorporation of component 4 responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction o the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regording 1 109 Coastal Bay fabrication. quality control, storage, delivery, erection and bracing. consult ANSI /TPI1 Quality Criteria. D5B -89 and SCSI? Building Component Boynton Beoch,FL 33435 Solely Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 15550150 422301 EJ02 MONO TRUSS 3 1 Job Reference (optional) Builders FlrstSource, Jacksonville, Fl 32244 7.340 s Mar 28 2012 MiTek Industries, Inc. Thu May 31 09:09:51 2012 Page 1 I D: v9bL0o6R_ h? GebW3? NsnfDZHYNv- 8TGolj3we50ABMTNfH - 1 - 0 - 0 1 4 - 12 7 - 4 - 8 I 1 -0 -0 4 -1 -12 I 3-2 -12 5.1441108 4 1 1.a I ll y 500112 B1 ■ Kj M 5 U ��.� ����.4 - 6 2x4 II 55 0 -5 -12 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) I /deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.28 Vert(LL) 0.02 2 -6 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.02 2 -6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2010ITPI2007 (Matrix) Weight: 27 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings Mechanical except Qt= length) 2= 0-3 -8, 6= 0-3 -8. (Ib) - Max Horz 2 =92(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 4, 2, 6 \\\ \ `,, ,)))) / /, / // Max Gray All reactions 250 Ib or less at joint(s) 4, 2, 5 except 6= 319(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \\ 0 S S. i ' / / /// WEBS 3-6 =- 271/244 J • ` CENS t � • `� NOTES (8 -10) \ ` / i 1) Wind: ASCE 7 -10; 13Omph (3- second gust) Vasd= 101mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =15ft; Cat. 11; Exp B; Encl., GCpi =0.16; MWFRS (envelope) = •.• 1 and C -C Exterior(2) zone; cantilever left exposed ; porch left exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 34869 7 � 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. - y N 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 f` / /L , V I /J � 1 LL bottom chord and any other members. W 4) All bearings are assumed to be SP No.2 crushing capacity of 565 psi. ` 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2, 6. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. STATE OF • � • \ 7) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. • • , � ( .N9 R , _ • .' p A ,' • • i \ 8) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the .(1 • • \ \ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. // v 1 ' \ \ 9) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. / v / O A 1� . • �\ 10) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 / / /)) 1 LOAD CASE(S) Standard May 31,2012 � f A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII 7473 BEFORE USE. Design valid for use only with Mllek 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 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1 109 Coastal Bay fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. ■ Job Truss Truss Type Qty Ply 15550151 422301 EJ03 MONO TRUSS 2 1 Job Reference (optiona5 Builders First Source, Jacksonville, Fl 32244 7.340 s Mar 28 2012 MiTek Industries, Inc. Thu May 31 09:09:52 2012 Page 1 ID: v9bL0 h? GebW NsnfDzHYNv cggAy34YPP91pW2aC ?fu6rwkN4KXuU44JaHnc6zB15C 1 -0-0 6 6 2 -0 - 2 -0 Swk =1180 3 1 500 of 8, 0 -6 -12 0 -6-12 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.08 2 -4 >946 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.19 2 -4 >378 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 21 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0 -0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 3= 126 /Mechanical, 2= 249/0 -3 -8 (min. 0 -1 -8), 4 =60 /Mechanical Max Horz 2= 113(LC 12) Max Uplift3=- 108(LC 12), 2= -84(LC 12) Max Gray 3= 154(LC 2), 2= 292(LC 2), 4= 119(LC3) \ \`1 ,,11 ( 11 1 , ,/// FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \ \ \\`` \� \ CJ S. I� ,t� //// NOTES (8-10) \\ - \' LENS • • <�F 1) Wind: ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCDL= 4.2psf; BCDL= 3.Opsf; 5 = 156; Cat. 0; Exp B; Encl., GCpi =0.1B; MWFRS (envelope) . gable end zone and C -C Exterior(2) zone; cantilever left exposed ;C -C for members and forces 8 MWFRS for reactions shown; Lumber DOL =1.60 plate i e ` 1 grip DOL =1.60 7f 348 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. (I I 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord hord in in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. _ O • ry 4) All bearings are assumed to be SP No.2 crushing capacity of 565 psi. • i L j -77. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2 except (jt =1b) 3 =108. /�+ (-1t) 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. i • • p any particular building is the ((�� STATE OF • ,� 8) This manufactured product is designed as an individual building component. The suitability and use of this component for an • • • �C RID (j \ \ ■ • responsibility of the building designer per ANSI TPI 1 as referenced by the building code. , 9) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. /, ... ' • O• • •' • P ..... • • • \\ 10) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 /'J /� �i LOAD CASE(S) Standard / 1 / f �O • • • ( 1' 1 � I ` , \ \ \ \ May 31,2012 t A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 11111.7973 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 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1 109 Coastal Bay fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPII Oucllty Criteria, 086 -89 and ICSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. Job Truss Truss Type Oty Ply 15550152 422301 HJ02 MONO TRUSS 2 1 Job Reference (optional) Builders FirstSource, Jacksonville, R 32244 7.340 5 Mar 28 2012 MiTek Industries, Inc. Thu May 31 09:09:54 2012 Page 1 ID: v9bL0o6R_ h? GebW3? NsnfDzHYNv- Z2ywNk6px0P12pByKQhMBG03Ouz _MHYNmtmth_zB15 3 1 -1 -5-0 } 5-3-4 9 -10-13 I 1 1 -5-0 5-3 -4 4-7 -9 Scale. 1 21 3 10 354 344 3 F 9 10° Ti 6 W1 VI2 _ 1l 13 6 5 4' „ rA411 m4= 224 = 5 -3-4 9 -10-13 5 -3-4 4 -7 -9 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.04 6 -7 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.61 Vert(TL) - 0.12 6-7 >959 180 BCLL 0.0 • Rep Stress Ina NO WB 0.45 Horz(TL) 0.02 5 n/8 n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 41 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9 -10-15 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 4= 116 /Mechanical, 2= 405/0 -5-11 (min. 0 -1 -8), 5= 308 /Mechanical Max Horz 2= 134(LC 4) Max Uplift4= -96(LC 4), 2=- 180(LC 4), 5=- 107(LC 8) Max Grav4= 142(LC 2), 2= 480(LC 2), 5= 348(LC 2) \\� , ‘01 Ili/ / / /// FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \ \\ ` ` v S S / j/ TOP CHORD 2 -8 =- 921/262, 8 -9 =- 892/286, 3-9 =- 853/280 \ _ ` / BOT CHORD 2 -11 =- 352/852, 11 -12 =- 352/ 852, 7 -12 =- 352 /852, 7 -13 =- 352/852, 6-13 =- 352/852 \CE WEBS 3 -7= 0/343, 3 -6 =- 906/374 \ � V . F F ' NOTES (10 -12) 3 * W 34869 ' . 1) Wind: ASCE 7.10; 130mph (3- second gust) Vasd= 101mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =155; Cat. 11; Exp B; End., GCpi =0.18; MWFRS (envelope) -- 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. — T 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 N W bottom chord and any other members. — • •-- 4) All bearings are assumed to be SP No.2 crushing capacity of 565 psi. - STATE OF 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(0) 4 except (jt =lb) 2 =180, 5 =107. - .. ` �'\ 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ' • • � Q P • • • \ 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 27 Ib down and 42 Ib up at 1 -5 -12, 27 Ib down and S • . ` \ 42 Ib up at 1 -5-12, 7 Ib down and 49 Ib up at 4 -3-11, 7 Ib down and 49 Ib up at 4 -3-11, and 67 Ib down and 89 Ib up at 7 -1 -10, and 67 Ib down and 89 / s G \ \ \\ Ib up at 7 -1 -10 on top chord, and 21 Ib up at 1 -5-12, 21 Ib up at 1 -5-12, 16 Ib down and 12 Ib up at 4 -3 -11, 16 Ib down and 12 Ib up at 4 -3 -11, and 56 / O V \ / 11 N At- �� Ib down and 6 Ib up at 7 -1 -10, and 56 Ib down and 6 Ib up at 7 -1 -10 on bottom chord. The design /selection of such connection device(s) is the / ())) `, \ O responsibility of others. 8) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. 12) 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- 4 = -44, 2 -5 = -20 Concentrated Loads (Ib) Vert: 8=32(F =16, B =16) 9=- 12(F =-6, 8 = -6) 10=- 110(F = -55, B = -55) 11= 21(F =10, B =10) 12=- 16(F = -8, B = -8) 13=- 56(F = -28, B = -28) May 31,2012 t r A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER 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. Applicability of design paromenters 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 Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1 109 Coastal Bay fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DS8 -89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. Job Truss Truss Type Oty Ply 15550153 422301 HJO3 MONO TRUSS 1 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.340 s Mar 28 2012 MiTek Industries, Inc. Thu May 31 09:09:55 2012 Page 1 I D :v9bLOo6R_h ?GebW3 ?NSnfDzHYNv - 1 EWJb46RiKXcgzm8u7CbkUYFfHM55g6X ?XWRDRzB15A I - 1 - 5 - 0 I 5 106, 10 - 3 1 -5-0 5 -6-7 - 16 1 4 - 6 - 13 ....i 10 ;!/ 354 12 3 6, 9 Oil 61 B W1 F ' 131 — ►I 11 1, 13 6 5 ►I _ 394 = qd 0 - 8 - 8 3-4-13 I 5-10-6 ( 10-5-3 0-8 -8 2 -8 -5 2 -5 -9 4-6-13 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) 0.03 2 -7 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.05 2 -7 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.11 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 43 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0 -0 oc bracing. WEBS 2x4 SP 14o.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection. in accordance with Stabilizer Installation guide. REACTIONS All bearings Mechanical except (jt= length) 2 =0-5-11, 7 =0-6 -7. (Ib) - Max Horz 2= 140(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) 4, 5 except 2=- 146(LC 4), 7=- 332(LC 4) Max Gray All reactions 250 Ib or less at joint(s) 4, 2, 5 except 7= 568(LC 2) \\\001111I/0/ FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \ \`�`` ` s NS S • k / / / / • WEBS 3 -7 =- 435/292 \\ �vv ' \CENSF • `��\' NOTES (10-12) .. 1) VNnd: ASCE 7 -10; 130mph (3- second gust) Vasd =101mph; TCDL =4.2psf; BCDL= 3.0psf; h =15ft; Cat. II; Exp B; Encl., GCpi =0.18; MWFRS (envelope) 1 gable end zone; cantilever left exposed ; porch left exposed; Lumber DOL =1.60 plate grip DOL =1.60 7C /►%� /j/�'� 34869 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �.�-/ V 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0-0 wide will fit between the — • -- bottom chord and any other members. � = 4) All bearings are assumed to be SP No.2 crushing capacity of 565 psi. (t` L 11.1 _ 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 5 except (jt =1b) 2 =146, 7 =332. w 6) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �(/ 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 18 Ib down and 42 Ib up at 2 -0-1, 18 Ib down and 42 % S TATE OF • • \ Ib up at 2 -0-1, 19 Ib down and 57 Ib up at 4 -10-1, 19 Ib down and 57 Ib up at 4 -10 -1, and 78 Ib down and 96 Ib up at 7 -7 -15, and 78 Ib down and 96 Ib • • . • F (ORID P • • • 0 \ up at 7 -7 -15 on top chord, and 4 Ib down and 28 Ib up at 2 -0-1, 4 Ib down and 28 Ib up at 2 -0-1, 23 Ib down and 40 Ib up at 4 -10-1, 23 Ib down and 40 S . • Ib up at 4-10-1, and 63 Ib down and 4 Ib up at 7 -7 -15, and 36 Ib up at 7 -7 -15 on bottom chord. The design /selection of such connection device(s) is the S responsibility of others. / / / / /O N • .. A� C � \ \ \\ \ 8) Waming: Additional perm / 1'10 1111 0 anent and stability bracing for truss system (not part of this component design) is always required. \ 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). \ 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) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. 12) 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: 1-4=-44, 2.5 = -20 Concentrated Loads (Ib) Vert: 8 =68(F =34, B =34) 9=- 31(F = -16, B = -16) 10=- 127(F = -64, B = -64) 11= 13(F =7, B =7) 12=- 23(F = -12, B = -12) 13= 4(F = -32, B =36) May 31,2012 � f A WARNING - Verify 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 paromenters 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 Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1 109 Coastal Bay fabrication, quality control. storoge, delivery, erection and bracing. consult ANSI/TPI1 quality CrBerla. DSB -89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. Job Truss Truss Type Qty Ply 15550154 422301 HJO4 MONO TRUSS 1 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.340 s Mar 28 2012 MiTek Industries, Inc. Thu May 31 09:09:57 2012 Page 1 ID: v9bL0o6R_ h? GebW3? NsnfDzHYNv- zdd30m8hExnJvHWX ?YE3pvdbK5OCZh1gTRYHJzB158 ) -1 -5 -0 ( 4 -8 -3 I 8-8 -10 I 1 - - 4-8-3 4 -0 -7 Scale =1193 4 11 9 11 354 3x4% 3 9 0 \ 8 N2 WI II e” • 3 , d ID 244 II 11 3r4 5= 2x4 = 0 - - I 4 - - 8 -7 -14 8 -14-I10 0 -9-9 3 -10 -10 3-11 -11 0 -0-12 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) IIdefl Vd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) - 0.03 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.57 Vert(TL) - 0.08 6-7 >999 180 BOLL 0.0 • Rep Stress Ina NO WB 0.27 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC201O/TP12007 (Matrix) Weight: 36 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 4= 166 /Mechanical, 2= 336/0 -6-7 (min. 0 -1 -8), 5= 275 /Mechanical Max Horz 2= 120(LC 4) Max Uplift4=- 144(LC 4), 2=- 199(LC 4), 5= -96(LC 8) Max Gray 4= 203(LC 2), 2= 391(LC 2), 5= 335(LC 3) ,‘%11111//, \\ \ c Q // / FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \ \\ ` ` \)S • • \y S. K / / // TOP CHORD 2 -8 =- 687/265, 3- 8=- 648/279 \\ • • • • BOT CHORD 2-10=-332/638, 7 -10 =- 332 /638, 7 -11 =- 332/638, 6-11 =- 332/638 J •.' • \CENS - • • �X / WEBS 3- 7= 0/287, 3 -6 =- 681/355 J NOTES (10-12) * a 348 1) Wind: ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCDL= 4.2psf; BCDL= 3.Opsf; 5 =159; Cat. II; Exp B; End., GCpi =0.18; MWFRS (envelope) .— • gable end zone; cantilever left exposed ; Lumber DOL =1.60 plate grip DOL =1.60 1 n/ 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 17 !T . LL _- 3) '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 fit between the W I / (u bottom chord and any other members. — ` 4) All bearings are assumed to be SP No.2 crushing capacity of 565 psi. -- 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except (jt =1b) 4 =144, 2 =199. STATE OF \ 6) "Semi-rigid pitchbreaks including heels" Member end fixity • model was used in the analysis and design of this truss. ' • • • • FL ( ti) & , • r ■ 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 18 Ib down and 42 Ib up at 2 -0 -1, 18 Ib down and 42 • . • , • • • • . r..•• v \\ Ib up at 2 -0-1, 19 Ib down and 57 lb up at 4 -10-1, 19 Ib down and 57 Ib up at 4 -10-1, and 78 Ib down and 96 Ib up at 7 -7 -15, and 78 Ib down and 96 Ib /// 6/ G_ \\ up at 7-7-15 on top chord, and 16 Ib up at 2 -0 -1, 28 Ib up at 2 -0.1, 23 Ib down and 11 Ib up at 4 -10-1, 23 Ib down and 40 Ib up at 4 -10 -1, and 63 Ib , / Q v N A B \ \\ \ down and 4 Ib up at 7 -7 -15, and 63 Ib down and 4 Ib up at 7 -7 -15 on bottom chord. The design /selection of such connection device s) is the \ \ \ responsibility of others. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. 12) 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- 4 = -44, 2 -5 = -20 Concentrated Loads (Ib) Vert: 3=- 31(F = -16, B = -16) 7=- 23(F = -12, B = -12) 8= 68(F =34, B =34) 9=- 127(F = -64, B = -64) 10= 13(F =7, B =7) 11=- 63(F = -32, B = -32) May 31,2012 1 r A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIL 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 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1 109 Coastal Bay fabrication, quality control, storage, delivery. erection and bracing, consult ANSI /TPI1 Qualify Criteria. 051 -89 and BCSI1 Bullding Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. Job Truss Truss Type Qty Ply - 15550155 422301 HJO4A MONO TRUSS 1 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.340 s Mar 28 2012 MiTek Industries, Inc. Thu May 31 09:09:58 2012 Page 1 ID:v9bL0o6R h? GebVV3? NsnfDzHYNv RpBRD69JFvAXRVjZFmIL6Am4VMQ I8FzhVk5gmzB157 -1 -5 -0 I 4 -8-3 8-8-1E 1 -5-0 4 -8-3 I 4-0-7 sr..•1193 0 i f 9 354 12 254 3 T1 W1 2 c 1 ' '' et n OM 10 11 6 ►/ 'aa it 3.4= 5 254 = 0 -9-15 4-8-3 I 8 -7 -14 8-6- 3- 10-4 3 -11 -11 0-0.12 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) - 0.03 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.57 Vert(TL) - 0.08 6-7 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.28 Horz(TL) 0.01 5 n/a Na BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 36 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9 -5-12 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 4= 165 /Mechanical, 2= 335/0 -5-11 (min. 0-1 -8), 5= 276 /Mechanical Max Horz 2= 120(LC 4) Max Uplift4=- 144(LC 4), 2=- 221(LC 4), 5= •114(LC 8) Max Grav4= 203(LC 2), 2= 391(LC 2), 5= 336(LC 3) \\\ \' \ 1 1 1 (j / / / /// FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. `\\ \ \ ` \ � \ S S {( 0, TOP CHORD 2 -8 =- 692/321, 3- 8=- 652/336 V lJ : `• BOT CHORD 2-10=-387/642, 7 -10 =- 387/642, 7 -11 =- 387/642, 6-11 =- 387/642 \ � WEBS 3-7=-32/287, 3-6=-686/413 J \C • . • i � � NOTES (10.12) = * ( * 1) Wind: ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCDL =4.2psf; BCDL= 3.Opsf; h =159; Cat. II; Exp B; End., GCpi =0.18; MWFRS (envelope) — -- gable end zone; cantilever left exposed ; Lumber DOL =1.60 plate grip DOL= 1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. _ 7/ X :- 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 i I /1 � Z. bottom chord and any other members. vvVVJJ 4) All bearings are assumed to be SP No.2 crushing capacity of 565 psi. • 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) 4 =144, 2= 221, 5 =114. STATE OF • • � 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. • • • 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 18 Ib down and 42 Ib up at 2 -0.1, 18 Ib down and 42 • • F� ORID • ' • G \ � � Ib up at 2 -0-1, 19 Ib down and 57 Ib up at 4 -10-1, 19 Ib down and 57 Ib up at 4 -10-1, and 78 Ib down and 96 Ib up at 7 -7 -15, and 78 Ib down and 96 Ib /,�s ! \\ up at 7 -7 -15 on top chord, and 28 Ib up at 2 -0 -1, 28 Ib up at 2 -0-1, 23 Ib down and 40 Ib up at 4 -10-1, 23 Ib down and 40 Ib up / at 4 -10-1, and 63 Ib A 4 down and 4 Ib up at 7 -7 -15, and 63 Ib down and 4 Ib up at 7 -7 -15 on bottom chord. The design/selection of such connection de is the / / / /0111111°‘ � `\ responsibility of others. 8) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). "� 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) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. 12) 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- 4 = -44, 2 -5 = -20 Concentrated Loads (Ib) Vert: 3=- 31(F = -16, 8 = -16) 7=- 23(F = -12, 6= -12) 8= 68(F =34, 6 =34) 9=- 127(F = -64, 8 = -64) 10= 13(F =7, B =7) 11=- 63(F = -32, B = -32) May 31,2012 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED FITTER REFERENCE PAGE 5/11 -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and 5 for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown n for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1 109 Coastal Bay fabrication. quality control. storage, delivery, erection and bracing. consult ANSI /TPI1 quality Criteria. DSB -89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute. 583 D'Onobio Drive. Madison. WI 53719. Job Truss Truss Type Qty Ply 15550158 422301 T01 HP 1 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.340 s Mar 28 2012 MiTek Industries, Inc. Thu May 31 09:10:00 2012 Page 1 I D: v9bL0o6R_h ?GebW3 ?N snfDzHYN V -NCJ CP0Aa W s9u mkOOggomQX F4j Iyum_5G9pD CuezB 155 r1-0-01 7 -0 -0 I 11-4 -9 ) 15-7-7 I 20 -0-0 I 27 -0-0 1 28-0-0 l 1 -0 -0 7 -0-0 4-4 -9 4 -2 -13 4-4 -9 7-0-0 1 -0-0 Scale = 1.40.6 698 = 234 II 3. = 698 = 14 15 4 16 17 10 to 500 r S _ .; 0 2 Bt • • � • B1 ^ i e �_ � 4•vI I"- t3 20 t 12 22 11 t0 ]< 25 0 4 2. II 2 5.8 = 5 1 23 3r6 — 2.4 II 597 = 0 MT 2071 = — I 7 -0-0 j 11-4 -9 I 15-7-7 20 -0-0 1 27 -0-0 1 7 -0 -0 4 -4 -9 4 -2 -13 4 -4 -9 7 -0-0 Plate Offsets (X,Y): (2:0- 3 -8,0 -2- 111,(3:0- 5- 4,0 -2- 41,(6:0- 5-4,0 -2- 41,(7:0- 3 -8,0 -2 - LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) 1 /deft lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.25 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.58 10-12 >553 180 MT2OH 187/143 BCLL 0.0 • Rep Stress Ina NO WB 0.57 Horz(TL) 0.14 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 144 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 SYP M 31 TOP CHORD Structural wood sheathing directly applied or 3-0-8 oc puffins. BOT CHORD 2x6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6 -9-10 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 2= 1863/0-3 -8 (min. 0 -2 -9), 7=1863/0-3-8 (min. 0-2 -9) Max Horz 2= -33(LC 13) Max Uplift2=- 530(LC 8), 7=- 524(LC 5) \ \ \) 1 1 1 1 / / / \ \ / / Max Gray 2= 2155(LC 2), 7= 2155(LC 2) \ \ \\ ` ` V S` S L /// r\ / FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. _ \v \ , • • 4\ // 7 TOP CHORD 2.3 =- 4852/1231, 3-14 =- 5523/1415, 14 -15 =- 5522/1414, 4 -15=- 5522/1414, 4 -16 =- 5523/1415, `V \LENS - �\ � � 16 -17 =- 5523/1415, 5-17 =- 5523/1415, 5 -18 =- 5537/1422, 18 -19 =- 5537/1422, 6- 19=- 5538/1422, . 6-7=-4850/1238 ■ BOT CHORD 2 -13 =- 1106/4405, 13 -20 =- 1109/4434, 20- 21=- 1109/4434, 12 -21 =- 1109/4434, 12 -22 =- 1357/5537, * 34869 ' 11 -22 =- 1357/5537, 11 -23 =- 1357/5537, 10- 23=- 1357/5537, 10- 24=- 1098/4431, 24- 25=- 1098/4431, 9-25 =- 1098/4431, 7- 9=- 1095/4403 - y, WEBS 3-13 =- 66/697, 3-12 =- 316/1411, 4- 12=- 555!231, 5 -10 =- 569/229, 6 -10 =- 317/1414, 6-9 =- 63/691 .-{�( / T 4 — NOTES (13 -15) ` 1 �/ I V / .1 1 'I. -- 1) Unbalanced roof live loads have been considered for this design. STATE OF 2) Wind: ASCE 7 -10; 130mph (3- second gust) Vasd =101 mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =158; Cat. II; Exp B; Encl., GCpi =0.18; MWFRS (envelope); -, , . • Lumber DOL =1.60 plate grip DOL =1.60 s P LORVOP' • • � 3) Provide adequate drainage to prevent water ponding. - • \ 4) All plates are MT20 plates unless otherwise indicated. S ` \\ 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. / / /// / / O N A T+ \ \ 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the / J j j j f 1 \ \ \ \ bottom chord and any other members. 7) All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) 2 =530, 7 =524. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 212 Ib down and 191 Ib up at 7 -0 -0, 124 lb down and 86 Ib up at 9 -0 -12, 124 Ib down and 86 Ib up at 11 -0 -12, 124 Ib down and 86 Ib up at 13 -0-12, 124 Ib down and 86 Ib up at 13 -11 -4, 124 Ib down and 86 Ib up at 15-11 -4, and 124 Ib down and 86 Ib up at 17 -11 -4, and 252 Ib down and 191 Ib up at 20 -0 -0 on top chord, and 383 Ib down and 127 Ib up at 7 -0 -0, 961b down at 9 -0-12, 96 Ib down at 11 -0-12, 96 Ib down at 13 -0 -12, 96 Ib down at 13 -11 -4, 96 Ib down at 15 -11 -4, and 96 Ib down at 17-11-4, and 383 Ib down and 127 Ib up at 19 -11 -4 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. 11) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. 15) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 c) swpaptseand—d May 31,2012 I A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE P.40E .1111 -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 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the Julius Lee PE. erector. Additional permanent bracing of the overall structure 8 the responsibility of the building designer. For general guidance regarding 1 109 Coastal Bay fabrication, quality control, storage, delivery, erection and bracing. consult ANSVTPII Quality Criteria, 051 -89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 15550156 422301 701 HIP 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.340 5 Mar 28 2012 MiTek Industries, Inc. Thu May 31 09:10:01 2012 Page 2 ID:v9bL0o6R h? GebVV39NsnfDZHYNv sOtarBBCHAHIOuElEOJ?zIDFTII7VRLPNTZ IQ4zBi54 LOAD CASE(S) Standard 1) Regular Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (pit) Vert: 1- 3 = -44, 3- 6 = -44, 6- 8 = -44, 2 -7 = -20 Concentrated Loads (lb) Vert: 3=- 173(B) 6=- 173(B) 13=- 336(B) 9=- 336(B) 14=- 101(B) 15=- 101(B) 16=- 101(B) 17=- 101(B) 18=- 101(B) 19=- 101(B) 20= -48(6) 21= -48(B) 22= -48(B) 23= -48(B) 24=- 48(5)25= -46(B) t , A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mil-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design 8 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 b for lateral support of individual web members only. Additional temporory bracing to insure stability during construction 8 the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure 8 the responsibility of the building designer. For general guidance regarding 1 109 Coastal Bay fabrication, quality control, storoge, delivery. erection and brocing, consult ANSI /TP11 Quality Crfeda, DSB -89 and BCS11 Building Component Boynton Beach,FL 33435 Safely Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. Job Truss Truss Type Qty Ply 15550157 422301 T02 HIP 1 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.340 s Mar 28 2012 MiTek Industries, Inc. Thu May 31 09:10:03 2012 Page 1 I D: v9bL0o6R_h ?Geb W3 ?NSnfDzHY Nv- on ?KGpDSpnXTdC NhMpLT2AtfO WzzzaV imSsVzzB 152 r1-0-01 4-9-14 I 9-0-0 1 13-6 -0 j 15-0-0 I 22-2-9 I 27 -0-0 1 26 -0-0 1-0-0 4 -9 -14 4 -2 -2 4-6-0 4-6 -0 4 -2 -2 4 -9-14 1-0-0 3561e =1486 455 = 455 = 354 = 4 S El ml 5.00 FIT 254 i 254 .41 n2 N2 ►� v 8 2 , 99. 9 C N cd 6 0 12 1 , 0 lit Jx4 % 3xB = 3x4 358 — 9-0 -0 ( 18 -0-0 27 -0 -0 9-0-0 9 -0 -0 9-0 -0 Plate Offsets (X,Y): f2:0 -2- 15,0 -1 -81 18:0 -2- 15,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.19 2 -12 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.51 2 -12 >632 180 BCLL 0.0 * Rep Stress Incr YES WB 0.21 Horz(TL) 0.10 8 Ma n!a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 127 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -8 -11 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 2= 908/0 -3 -8 (min. 0 -1 -8), 8= 908/0 -3 -8 (min. 0-1 -8) Max Horz 2 =42(LC 12) Max Uplif2 =- 133(LC 8), 8=- 133(LC 9) �� \ \ \ ) 1 1111/ / // Max Gray 2= 1053(LC 2), 8= 1053(LC 2) \ \ \\ ` � C . S' • (� /// / • FORCES (I - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \ - \ V ` / TOP CHORD 2 -3 =- 2066/790, 3-4 =- 1767/644, 4 -5 =- 1619/628, 5-6 =- 1619/628, 6- 7=- 1767/644, 7- 8=- 2066/789 \ `V , \CENS - •' / .7 BOT CHORD 2 -12 =- 651/1866, 11 -12 =- 53611741, 10 -11 =- 536/1741, 8 -10 =- 660/1885 ... WEBS 3-12 =- 332/233, 4 -12 =- 1131449, 5-12 =- 296/116, 5-10 =- 296/116, 6- 10=- 112!449, 7 -10 =- 332/233 * 34869 NOTES (10 -12) ..... a .. 1) Unbalanced roof live loads have been considered for this design. .... 2) Wind; ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCDL =4.2pst BCDL =3.Opsf; h =155; Cat. 11; Exp B; Encl., GCpi =0.18; MWFRS (envelope) and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL. plate grip DOL =1.60 i W 3) Provide adequate drainage to prevent water ponding. 1 • 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will fit between th % . STATE OF P • � bottom chord and any other members. v • • • • �1 ORID a • 6) All bearings are assumed to be SP No.2 crushing capacity of 565 psi. . \' \\ 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) 2 =133, 8 =133. // S i �` _ \ 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. /// / O N A - \ \ \ \ 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. f i t / (j t ) \ \ \ 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) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. 12) 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 May 31,2012 I ■ A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11 - 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 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1109 Coastal Bay fabrication, quality control, storage, delivery. erection and bracing. consult ANSI /TPIt Quality Criteria, 051 -89 and BCSIt Building Component Boynton Beach, FL 33435 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 422301 T03 HIP 1 1 15550158 Builders FirstSource, Jacksonville, Fl 32244 Job Reference (optional) 7.340 s Mar 28 2012 MiTek Industries, Inc. Thu May 31 09:10:05 2012 Page 1 ID: v9bL0o6R h? GebVV3 NsnfDzHYNv IcA _mJjcRK2 ?15xzaszB150 r1-0-01 5-9-14 1 11 -0-0 I 16-0-0 1 -0-0 5-9-14 I I 27-0-0 8-0-0 5 -2 -2 5-0-0 5-2 -2 5-9-14 1-0-0 scale. 146.6 5.6 = 5.6 = 5 is j♦ 5005 2.4 \\ h4 3 ee \ 4/1 r. Li _ a re 11 ,o 3.4 i 9 4 5.8 = 324 = 3v4 eta I 13-6 -0 19-11 -2 I 27 -0 -0 6-5-2 6-5-2 7.0 -14 I - Plate Offsets (X,Y): [2:0- 2- 15,0-1 -81, [4:0-3- 0,0-2 -41, [5:0-3- 0.0 -2 -41, [7:0-2- 15.0 -1 -81, [10:0-3- 0,0-3 -0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) 0.11 10 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.26 10-11 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.21 Horz(TL) 0.09 7 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 126 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7 -4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7 -4 -9 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 2= 908/0 -3 -8 (min. 0-1 -8), 7= 908/0-3 -8 (min. 0-1 -8) Max Horz 2= -50(LC 17) Max Uplift2=- 132(LC 12), 7=- 132(LC 13) Max Gray 2= 1053(LC 2), 7= 1053(LC 2) \\ \ 1 ,)) [)) / / / /� FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. • TOP CHORD 2- 3=- 2073/772, 3- 4=- 1956/768, 4 -5 =- 1448/601, 5-6 =- 1956/767, 6- 7=- 2073/772 \ \CENS,. •. AN , .• BOT CHORD 2 -11 =- 629/1868, 10-11 =- 397/1383, 9 -10 =- 398/1365, 7 -9 =- 636/1883 WEBS 3-11=-302/223, 4-11=-203/546, 5-9=-203/546, 6-9 =- 302/223 1 - NOTES (10-14) 7C / /N /% /j'/.�' 34869 • * � 1) Unbalanced roof live loads have been considered for this design. '- (9 vl 2) Wind: ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =158; Cat. II; Exp B; Encl., GCpi =0.18; MWFRS (envelope) - • LL and C -C Ext zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 ` T ��v��vJJJ Ill , = 3) Provide adequate drainage to prevent water ponding. N 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will fit between the % STATE OF • • . bottom chord and any other members. . s \ ■ 6) All bearings are assumed to be SP No.2 crushing capacity of 565 psi. . A • • �1 GRID . ■ • • G � \ 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) 2 =132, 7 =132. '� U- • ' �� 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. / / 6%i' i 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. - / / /j N A • • • \ \�\ 10) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the / / / j ((()) \ \ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 11) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. 12) 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 May 31,2012 1 t A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIL 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and 8 for on individual building component. Applicability of design paramenters and proper incorporation of component 8 responsibility of building designer - not truss designer. Bracing shown o for lateral support of individual web members only. Additional temporory bracing to insure stability during construction 8 the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidonce regarding 1 109 Coastal Bay fabrication, quality control, storage, delivery, erection and bracing. consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI) Building Component Boynton Beach.FL 33435 Safety Information available from Truss Plate Institute. 583 D'Onotrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 15550159 422301 T04 COMMON 1 1 Job Reference (optional) Buiklers FirstSource, Jacksonville, Fl 32244 7.340 S Mar 28 2012 MiTek Industries, Inc. Thu May 31 09:10:07 2012 Page 1 ID: v9bL006R _h ?GebW3 ?NsnfDzHYNv gYEr6BGzt01 v6phSbeQPD02HC7KfvEgImPQ3ekz8 15_ I - 1 - 7-0-14 I 13 -0-0 114-0-01 19 -11 -7 I 27 - P8 -0-0 1 -0-0 7 -0-14 5 -11 -2 1 - 5 - - 7 -0-14 1 -0-0 Smb•1:966 598 - aft 500 [11 2x9 \\ 201 0 / de \ e • g 10 11 9 12 a a 3109 i 101 = 3x5 = 399 = 399 9-2-9 17 -9-7 1 27 -0-0 I I 9-2 -9 8 -6 -13 9-2 -9 Plate Offsets (X,Y): [2:0 -2- 160-1 -8j, [6:0-2- 15,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/deb Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) - 0.21 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.95 Vert(TL) - 0.55 6-8 >582 180 BCLL 0.0 • Rep Stress Incr YES WB 0.25 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 118 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -2 -8 oc purtins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection. in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 2= 946/0 -3 -8 (min. 0-1 -8), 6= 946/0-3 -8 (min. 0-1 -8) Max Horz 2= -60(LC 17) Max Uplift2=- 144(LC 12), 6=- 144(LC 13) \ \ \ 1 1 1 1 1 1 1 / \\ // Max Gray 2= 1053(LC 2), 6= 1053(LC 2) \ \ \\ ��C S.K / / // J / FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \\ ' ..• / TOP CHORD 2-3=-2003/774, 3 -4 =- 1797/724, 4 -5 =- 1797/724, 5-6=-2003/774 J. \GEN$ � /� BOT CHORD 2 -10 =- 623 /1803, 10-11 =- 319 /1181, 9-11 =- 319/1181, 9-12 =- 319/1181, 8 -12 =- 319/1181, 6-8 =- 628/1814 WEBS 4-8 =- 224/646, 5-8 =- 402/288, 4 -10 =- 224/646, 3 -10 =- 402/288 34869 • — u l, '. — NOTES (9-11) • 1) Unbalanced roof live Toads have been considered for this design. — — 2) 1Nind: ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =159; Cat. 11; Exp B; Encl., GCpi =0.18; MWFRS (envelope) W 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 load nonconcurrent with any other live loads. , STATE OF `C/ 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide will ht between the bottom chord and any other members, with BCDL = 1 0.Opsf. �'• Q. ••' /'w` 5) All bearings are assumed to be SP No.2 crushing capacity of 565 psi.( • • • • • • • . • • `tV! \ 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except )jI Ib) 2 =144, 6 =144. // v / G \ \ \\ 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. / / O N A v \ \\ 8) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. / / J f I I I I 1 \ \ \ \ 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) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. 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 May 31,2012 8 t ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 0711.7473 BEFORE USE. Design valid for use only with M/tek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paramenters 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 Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1109 Coastal Bay fabrication, quality control. storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component Boynton Beach.FL 33435 Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive. Madison, WI 53719. Job Truss Truss Type Oty Ply 422301 T05 COMMON 12 1 15550160 Builders FirstSource, Jacksonville, Fl 32244 Job Reference (optional} 7.340 s Mar 28 2012 MiTek Industries, Inc. Thu May 31 09:10:09 2012 Page 1 ID:v9bL0o6R h? GebW3? NsnfDzHYNv dxMbXtHDPdICL7rri3SIIR7dix07N7JbDjvAidzB14) r 1 -0-0 10 { 7-0-14 7 -0 -14 13-6 -0 I 1 BS22 27-0-0 18 -g - 7 -0 -14 1 -0-0 Scale 151, ell l'illi 500 F3 A4 \\ h / A 3 - u � � ' Ii .4, 9 B .4 = 34 = 3.4 = 8 3.4 I 9 -2 -9 I 17 -9- 27 -0 -0 9-2 -9 8-6 -13 4-2 - 9 I Plate Offsets(X,Y): )2:0 -2- 15,0 -1- 8],16:0 -2- 15,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) - 021 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.95 Vert(TL) -0.55 6 -8 >582 180 BCLL 0.0 • Rep Stress Incr YES WB 0.25 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 118 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -2 -8 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 2= 946/0 -3-8 (min. 0 -1 -8), 6= 946/0 -3 -8 (min. 0 -1 -8) Max Horz 2= -60(LC 17) Max Uplift2=- 144(LC 12), 6=- 144(LC 13) Max Gray 2= 1053(LC 2), 6= 1053(LC 2) \`\ \`'•`�] ()' (( / K / / // / FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \ ∎N \ ,v �'" `. / /� /j / TOP CHORD 2 -3 =- 2003/774, 3- 4=- 1797/724, 4- 5=- 1797/724, 5- 6=- 2003/774 �/ `• BOT CHORD 2 -10 =-623/ 1803, 10 -11 =- 319 /1181, 9 -11 =- 319 /1181, 9-12 =- 319/1181, 8-12 =- 319/1181, \ � J , •' \CENSF • • �� 6-8 =- 628/1814 WEBS 4 -8 =- 224/646, 5-8=402/288, 4 -10 =- 224/646, 3-10 =- 402/288 - * �Q 34869 NOTES (e — \F 1) Unbalanced d roof live loads have been considered for this design. _ (IA . n/ 2) Wind: ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =15ft; Cal. II; Exp B; Encl., GCpi =0.18; MWFRS (envelope) U./ = 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. � 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0-0 wide will fit between the STATE OF bottom chord and any other members, with BCDL = 10.Opsf. 5) All bearings are assumed to be SP No.2 crushing capacity of 565 psi. ' •, QR�OP � 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) 2 =144, 6 =144. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. / / / /� / O N A 1- �� \\ 8) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. //.," / 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) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. 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 May 31,2012 I t A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED FITTER REFERENCE PAGE MI1 -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. 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 Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1 109 Coastal Bay fabrication. quality control. storage. delivery, erection and bracing, consult ANSI /TPII Qualify Criteria, DSB -89 and BCSII Building Component Boynton Beach.FL 33435 Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. Job Truss Truss Type Qty Ply 15550161 422301 T05A COMMON 1 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.340 s Mar 28 2012 MiTek Industries, Inc. Thu May 31 09:10:15 2012 Page 1 I D: v9bL0o6R_ h? GebW3? NsnfDzHYNv- R5jsnwM_ T2m321 _3KZHXINZGLBNnhdTdMVvGZB r1-0.0 j 6-9-0 I 13 -6 -0 I 20-3 -0 I 27 -0-0 p8.0 -o 1 -0-0 6 -9-0 6 -9 -0 6 -9 -0 6-9-0 1-0-0 Sure - . . 1/2=0 4x5 = gig 5W FIT .4 i 3. 6 • q6 i a1 = Ti a2 0� , la ° G y2 1 t2 10 9 e N � 4 • 6 — h4 11 are = svlo 14T25H WB = 2 11 44 = 6-9 -0 13 -6 -0 20-3 -0 27 -0-0 6-9-0 6 -9-0 6-9-0 6-9 -0 Plate Offsets (X,Y): (2:0- 1- 2,Edge(, (6:0- 1- 2,Edgel LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.91 Vert(LL) 0.18 8 -10 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.45 Vert(TL) - 0.27 8-10 >999 180 MT2OH 187/143 BCLL 0.0 • Rep Stress Incr YES WB 0.84 Horz(TL) 0.09 6 n/a n/8 BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 124 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SYP M 31 BOT CHORD Rigid ceiling directly applied or 4-7 -10 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 2= 908/0 -3-8 (min. 0 -2-6), 6= 908/0 -3 -8 (min. 0 -2 -5) Max Horz 2 =63(LC 48) Max Uplift2=- 1089(LC 39), 6=- 1089(LC 42) \\ \ \ \ \ ((((( / '//, Mx Gray 2= 1754(LC 64), 6= 1754(LC 61) \ \\ ` \3 S k / /// FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \ .\.., _ ` N 7 . • �.C� . / TOP CHORD 2-3=-4450/3132, 3-4 =- 2606/1757, 4 -5 =- 2608/1758, 5 -6 =- 4450/3115 \ `V \ CE $€ • `• \ • j BOT CHORD 2- 11=- 2800/3811, 11 -12 =- 1943/2245, 10 -12 =- 2851/4095, 9- 10=- 2786/4048, 8 -9 =- 2786/4048, • \� i 6 -8 =- 2786/4046 WEBS 4 -10 =- 225/695, 5-10 =- 765/374, 5-8= 0/288, 3-164- 737/366, 3 -11 =0/288 �{'� 34869 ' L. ny/ NOTES (11 -13) — 1) Unbalanced roof live loads have been considered for this design. Z 4 1r 2) Wmd: ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCDL4.2psf; BCDL3.Opsf; h =150; Cat. II; Exp B; End., GCpi 0.18; MWFRS (envelope) N W 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) All plates are MT20 plates unless otherwise indicated. STATE OF ` V 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • •• �\ 5) • This truss has been designed for a live Toad 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 S • ' • . F (GRID P ••• a G bottom chord and any other members. (� • • • ... • • • • . � \ _ 6) All bearings are assumed to be SP No.2 crushing capacity of 565 psi. // t7 `_ \ � � 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =1b) 2 =1089, 6 =1089. /// / O N AL �� \� 8) This truss has been designed for a total drag load of 4470 Ib. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom //i ll I I I (\ \ \\\ from 0 -0-0 to 12 -8-0 for 352.9 plf. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 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) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. 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 May 31,2012 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11.7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporlsibilliy of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1 109 Coastal Bay fabrication. quality control. storage. delivery. erection and bracing. consult ANSI /OPl1 Quality Criteria, DSB -89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. Job Truss Truss Type pry Ply 422301 TO6 HIP 1 1 15550182 Builders FirstSource, Jacksonville, Fl 32244 Job Reference (optional 7.340 s Mar 28 2012 MiTek Industries, Inc. Thu May 31 09:10:18 2012 Page 1 ID:v9bL0o6R_h ?Geb W3 ?NSnfDZHYNv sgP ?QyOsHOQLw1 ZkS7_9K ?CHZ87_Ajvlca9WbzB14 r 1-0-0 I 7-4-8 11 -6-1 15 -5 -15 { 19-7-8 27-0-0 & 0-0 4-1-9 3 -11 -13 4 -1 -9 { 7 -4 -8 4-8 1 -0 -0 Scalp = 1:46.6 558 = 3.4 II a4= 348= 3 4 5 6 555 FT El H N1 N1 1111 Ill' 7 2 E efi i 1 1$ 11 1 10 16 8 .4 II y6= 6e6 = 3.4 — a ,� 2.45 3x6 7-4-6 { 11-6-1 15 -5-15 19-7 -8 27 -0-0 7 -4-8 4 -1 -9 3 -11 -13 4 -1 -9 7-4-8 Plate Offsets (X,Y): 12:0- 3- 9,0 -1- 8),(3:0 -5- 12,0 -2- 81,16:0 -5- 12,0 -2- 81,17:0 -3- 9,0-1 -81 LOADING (pst) SPACING 2 -0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.16 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -035 10 -12 >920 180 BCLL 0.0 • Rep Stress Ina NO WB 0.37 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 145 Ib FT= 20% LUMBER BRACING TOP CHORD 2x4 SYP M 31 *Except* TOP CHORD Structural wood sheathing directly applied or 3 -2 -3 oc purins. T2: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9 -11 -14 oc bracing. BOT CHORD 2x6 SYP No.2 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection. in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 2= 1084/0 -3-8 (min. 0 -1 -8), 7= 1135/0 -3-8 (min. 0-1 -9) Max Horz 2= -35(LC 13) Max Uplift2=- 222(LC 4), 7=- 274(LC 5) \ \ \ I I () / / / / Max Gray 2= 1261(LC 2), 7= 1322(LC 2) \ \ \ \ \ \ _ S. � / / /i/ \ FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. \ . \ • • T • •. • � ,t � // TOP CHORD 2- 3=- 2528/463, 3-4 =- 2909/619, 4- 5=- 2909/619, 5-14 =- 3004/676, 6-14 =- 3004/676, 6-7 =- 2682/595 v \GENgF ' •. `\ BOT CHORD 2 -13 =- 371/2257, 12 -13 =- 369/2265, 11- 12=- 608/3004, 11- 15=- 608/3004, 10-15 =- 608/3004, i 10 -16 =- 497/2407, 9-16 = - 497/2407, 7 -9 =- 499/2399 * ••• 1 i WEBS 3-13 =0/280, 3 -12 =- 224/914, 6-10 =- 143/838, 6-9 =0/293 34869 7 � NOTES (12-14) �r� y. • it _ 1) Unbalanced roof live loads have been considered for this design. l J T ` w r, , Z. 2) V,Ond: ASCE 7 -10; 130mph (3 -second gust) Vasd= 101mph; TCDL= 4.2psf; BCOL =3.Opsf; h =15ft; Cat. 11; Exp B; End., GCpi =0.18; MWFRS (envelope); w, Lumber DOL =1.60 plate grip DOL =1.60 — ` i 3) Provide adequate drainage to prevent water ponding. STATE OF 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. '• • ' N 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 / •. P. I. ORIO • • • • (j . \ bottom chord and any other members. • • • • • \ 6) All bearings are assumed to be SP No.2 crushing capacity of 565 psi. S G 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) 2 =222, 7 =274. / /// / /O N A� \ \ \\ \ 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. / / ( 1 ( 1 1 I \ 1 \ \ 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 7 Ib down and 34 Ib up at 15 -6-12, and 7 Ib down and 34 Ib up at 17 -6 -12, and 132 Ib down and 135 Ib up at 19-7 -8 on top chord, and 353 Ib down and 104 Ib up at 13 -9 -12, 4 Ib down and 14 Ib up at 15-6-12, and 4 Ib down and 14 Ib up at 17 -6-12, and 21 Ib down and 42 Ib up at 19 -6 -12 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. 10) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. 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 Continued on page 2 May 31,2012 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII -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. Applicability of design paramenters 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 Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1 109 Coastal Bay fabrication, quality control, storage. delivery, erection and bracing, consult ANSI /TPII Quality Criteria, DSB -89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 15550162 422301 T06 HIP 1 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.340 s Mar 28 2012 MiTek Industries, Inc. Thu May 31 0910:18 2012 Page 2 ID:v9bL0o6R h? GebW3? NsnfDzHYNv sgP? QyOsHOQLWV1ZkS7 _9K ?CHZ87_Ajvlca9Wbz LOAD CASE(S) Standard Uniform Loads (plf) Vert 1- 3 = -44, 3- 6 =-44, 6-8 =-44, 2 -7 = -20 Concentrated Loads (lb) Vert: 6= -74(F) 5 = -6(F) 10 = -1(F) 9= -15(F) 14 = -6(F) 15=- 301(F) 16 = -1(F) t t A WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII - 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. 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 k the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1 109 Coastal Bay fabrication. quolity control, storage, delivery, erection and bracing. consult ANSI /TPI1 Qualify Criteria, DSB -89 and BCSI1 Building Component Boynton Beach, FL 33435 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. Job Truss Truss Type Qty Ply 422301 T07 HIP 1 1 15550183 Builders FirstSource, Jacksonville, Fl 32244 Job Reference (optional) 7.340 s Mar 28 2012 MiTek Industries, Inc. Thu May 31 09:10:22 2012 Page 1 ID: v9bL006R_ h? GebW3? NsnfDzHYNv- kReWFJRNLdwmP7KLzIBwKA - w1WVDEYMfNZB14 1 -0_0 5.0.2 4-4-6 4 -1 -8 : r 1 4 -1 -8 4-4-6 5-0-2 t -0 -0 Scab - 1.405 4.5 = 3.= 4x5= 0 500 r 2. 2.4, W a 2 Tn 1.2 12 11 to 0 3.5 % �1 3.8= 3.4 3.0= 3.5� 9 -4 -8 17 -7 -8 I 27 -0 -0 9-4-8 8-3-0 9 -4-8 Plate Offsets (X,Y): 12:0.2- 15.0 -1- 81,98:0 -2- 15,0.1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -023 2 -12 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.62 2 -12 >519 180 BCLL 0.0 • Rep Stress Incr YES WB 0.19 Horz(TL) 0.10 8 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight 127 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 2= 908/0 -3 -8 (min. 0-1-8), 8= 908/0 -3-8 (min. 0-1 -8) Max Horz 2 =43(LC 16) Max Uplift2=- 130(LC 8), 8=- 130(LC 9) Max Gray 2= 1053(LC 2), 8= 1053(LC 2) \ \\ \ \, ,III ((/////, � �' ‘‘)S S./t / /// FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. J , a. TOP CHORD 2- 3=- 2054/792, 3-4 =- 1735/637, 4 -5 =- 1586/623, 5-6 =- 1586/623, 6-7 =- 1735/637, 7 -8 =- 2054/792 \ \CENg C. BOT CHORD 2 -12 =- 652/1857, 11- 12=- 505/1676, 10- 11=- 505/1676, 8-10 =- 661/1874 - F WEBS 3 -12 =- 357/247, 4 -12 =- 111/440, 5-12 =- 265/96,5.10 =- 265/96, 6-10=-111/439, 7-10=-357/247 ` � '••• i NOTES (10 -12) 3486 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =159; Cat. II; Exp B; Encl., GCpi =0.18; MWFRS (envelope) 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 -- T1 = 3) Provide adequate drainage to prevent water ponding. ��v��v.../// 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. : • � ,- 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0 -0 wide will fit between the % STATE OF \ bottom chord and any other members. . F(ORI P • �\ 6) All bearings are assumed to be SP No.2 crushing capacity of 565 psi. _ (1� • • • 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =1b) 2 =130, 8 =130. V \\ � 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. / /�/ / / N AL \ \ \ \ 10) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the ,) j ( I 111%\\\\ \ I I \ \ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 11) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. 12) 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 May 31,2012 t Al WARNING_ Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE NZ 7473 BEFORE USE. Design void 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 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1 109 Coastal Bay fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /1Pi1 Quallty Criteria. DSB -89 and BCSI1 Building Component Boynton Beach.FL 33435 Safety Informallon available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 7 Job Truss Truss Type Oty Ply 15550184 422301 T08 HIP 1 1 Job Reference (optionah Builders FirstSource, Jacksonville, Fl 32244 7.340 s Mar 28 2012 MiTek Industries, Inc. Thu May 31 09:10:24 2012 Page 1 ID:v9bL0o6R h? GebW3? NsrsfDZHYNv- hgmGg? TdtEBUeQUj4jDOPbFEk _C1OwTogYITjFzB14 r1 -0-D1 6-0-7 I 11 -4 -8 I 15-7 -8 20-11-14 I 27-0-0 128 -0-0i 1 -0-0 6 -0-2 5-4 -6 4 -3-0 5-4 -8 6-0-2 1 -0-0 Srak 6 = 5. = 111 T2 LI 5.80 FT hC \\ 2xa // 3 8 • ♦� / Y 8 0 n 3. % 379 = 576 = 3. = 3x4 , 7 -0-14 13-6 -0 19 -11 -2 27 -0 -0 7 -0 -14 6 -5 -2 6 -5 -2 7 -0-14 Plate Offsets (X,Y): [2:0 -2- 15,0.1 -81, [4:0 -3- 0,0-2- 41,[5:0- 3- 0,0 -2- 41,[7:0 -2- 15,0 -1- 81,[10:0 -3-0,0 -3- LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) 0.11 10 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.67 Vert(TL) - 0.26 9-10 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.23 Horz(TL) 0.09 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 127 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -6-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7 -4 -9 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 2= 908/0 -3 -8 (min. 0 -1 -8), 7= 908/0 -3 -8 (min. 0-1 -8) Max Horz 2 =51(LC 16) Max Uplift2 =- 134(LC 12), 7 =- 134(LC 13) \ \ \ 1 1 1 1 1 / / , \\ // /// Max Gray 2= 1053(LC 2), 7= 1053(LC 2) \\\ \\ % .7 S. / / FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. . \\ J \' • . ' • C / TOP CHORD 2 -3 =- 2069/771, 3- 4 =- 1972/784, 4-5 =- 1413/595, 5 -6 =- 1972/784, 6 -7 =- 2069/771 \ \ CEN Sic • • i BOT CHORD 2 -11 =- 626 /1864, 10 -11 =- 383/ 1352, 9-10 =- 384/1354, 7 -9 =- 634/1878 J i WEBS 3-11=-316/233, 4-11=-231/592, 5-9 =- 231/592, 6 -9 =- 316/233 ■ * 34869 .... NOTES (10 -12) 1) Unbalanced roof live loads have been considered for this design. n�// W 2) Wind: ASCE 7 -10; 130mph (3- second gust) Vasd =101mph; TCDL =4.2psf; BCDL =3.Opsf; 5 =156; Cat. 11; Exp B; End., GCpi =0.18; MWFRS (envelope) — - L 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 — - •A ' LL IA W 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. . STATE OF 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. s • •, RI- ORI ' • 6) All bearings are assumed to be SP No.2 crushing capacity of 565 psi. (� • • , - , • • • • • a s. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 2 =134, 7 =134. // t) / 5 > _ \ \ 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. /// O N A v \ \ \ 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 1, I / 1 1 1 1 1 1 \ \ \ 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) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. 12) 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 May 31,2012 A WARNING - Verify design parameters and READ NOTES ON MS AND INCLUDED MITER REFERENCE PAGE 14111-74 73 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. Applicability of design paramenters 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 Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1 109 Coastal Bay fabrication, quality control, storage, delivery. erection and bracing. consult ANSI /TPII Quality Criteria, D5B -89 and BCSI1 Building Component Boynton Beach, FL 33435 Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. I Job Truss Truss Type Qty Ply 15550185 422301 T09 MONO TRUSS 1 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.340 s Mar 28 2012 MiTek Industries, Inc. Thu May 31 09:10:25 2012 Page 1 I D:v9bL0o6R h? GebW3? NSnfD2HYNV 9OKeuLUFeYJLGa3veQIdxpoTKNcc7QtxvCnOGhzB1ii I 3-4-8 3-4 -8 a4 II Scel. s 1310 x 500 111 T1 354 i v. i • Ell Num 1 5 1 3 4 2s4 II 3s4 = I 3-4-8 3-4 -8 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/def Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.17 Vert(LL) - 0.01 3-4 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.33 Vert(TL) - 0.02 3-4 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.02 Horz(TL) -0.00 3 Na n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight 24 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4 -8 oc purlins, except end verticals. BOT CHORD 2x6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2x4 SP No.3'Except' MiTek recommends that Stabilizers and required cross bracing be installed W1: 2x4 SP No.2 during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 4= 287/0 -3 -8 (min. 0 -1 -8), 3= 321 /Mechanical Max Horz 4 =35(LC 8) Max Uplift4= -26(LC 8), 3= -84(LC 8) Max Grav4= 334(LC 2), 3= 373(LC 2) \\ ``` (I I (( / / /// FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \ \ \\ "' " `, / // / NOTES (11-14) \ � \ ■ J� CENS. ' • 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCDL= 4.2psf; BCDL= 3.Opsf, h =15ft; Cat. 0; Exp B; Encl., GCpi =0.18; MWFRS (envelope); * a 34869 Lumber as ee plats gri D a 1 _ 6 -- 3) This truss s h h b as been designee d foror a 10.0 0.0 psf bottom chord live load nonconcument with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will fit between the _ 1 • X — bottom chord and any other members. 7... T 5) All bearings are assumed to be SP No.2 crushing capacity of 565 psi. N 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 3. ` 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. STATE OF .. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 478 Ib down and 85 Ib up at 1 -9 -12 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. • 1 . • •. FC ORIO • • ' Gi b \ . 9) Wami Additional permanent and stability bracing for truss system (not part of this component design) is always required. // &/ ' . • • • • • • ..'\-4 • \\ 0 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). // (k ► ^ \ \\ 11) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the / ► V f1 � \ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. / / / 1� I) k \ \ \ 12) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. 13) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 14) Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 2 = -44, 3 -4 = -20 Concentrated Loads (Ib) Vert: 5=- 411(B) May 31,2012 ► A WARNING - Verify design parameters and READ NOTES ON TRIS AND INCLUDED MITER 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not tens 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 Julius Lee PE. erector. Additional permanent bracing of the overoll structure is the responsibility of the building designer. For general guidance regarding 1 109 Coastal Bay fabrication, quality control, storage. delivery, erection and bracing, consult ANSI /TPI1 Qualtty Criteria, DSB -89 and BCSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. Job Truss Truss Type Qty Ply 15550166 422301 T10 COMMON 1 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.340 s Mar 28 2012 MiTek Industries, Inc. Thu May 31 09:10:28 2012 Page 1 I D: v9bL0o6R_h ?Geb W3 ?N snf DzHYNv - Zb ?n W N W8W Thw72oUJZl KZR QsvbVZK)1 ObA ?htOzB 14 0 7 -0-14 1 13-4 -8 13f7r8 19 -11 -2 1 27-0-0 X 28 -0-0 1 -0-0 7-0-14 6-3-10 0-3-0 6-3 -10 7-0-14 1 -0-0 4x5 = II 500 II 2x \\ 264 // 5 e �. e e 2 _ 6 7 I; % 0 10 t1 9 12 5 D IG4 = 3. = 3 3x5 x4 3v4 % 3v4 = 9-2 -9 17 -9-7 27 -0-0 I 9 -2 -9 8-6 -13 9 -2 -9 Plate Offsets (X,Y): f2:0.2- 15,0 -1- 8),16:0 -2- 15,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/de8 L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) - 0.21 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.95 Vert(TL) - 0.55 6-8 >582 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 118 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2 -8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 2= 946/0 -3-8 (min. 0 -1 -8), 6= 946/0 -3-8 (min. 0-1-8) Max Horz 2= -60(LC 13) Max Uplift2 =- 144(LC 12), 6 =- 144(LC 1 3 ) \ \ \ \ \ \ 1 1 III 1 , / / // Max Gray 2 =1053(LC 2), 6 =1053(LC 2) \\ \ \ \)S S \ / FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. - \\\• . - ' • ... TOP CHORD 2- 3=- 2003/774, 3-4 =- 1797/724, 4 -5 =- 1797/724, 5 -6 =- 2003/774 \v • • \CENSF • • `x BOT CHORD 2 -10=- 623/1803, 10 -11 =- 319/1181, 9-11 = - 319/1181, 9-12 = - 319/1181, 8- 12 =- 319/1181, 6-8 =- 628/1814 WEBS 4 -8 =- 224/646, 5-8 =- 402 / 288, 4 -10 =- 224/646, 3- 10 =- 402/288 * Inf 34869 nn NOT (9-11) — /.II j LJ.. 1) Unbalanced roof live loads have been considered for this design. ` t/ / T A 2) Wind. ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCDL =4.2pst BCDL =3.Opsf; h =156; Cat. II; Exp B; End., GCpi =0.18; MWFRS (envelope) 7,... •A J� w� 1.14 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 — Lk/ 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. - STATE OF •- . • 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, with BCDL = 10.Opsf. • . • F • (pR�p • .. • P • �. 5) All bearings a assumed to be SP No.2 crushing capacity of 565 psi. \ _ �� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) 2 =144, 6 =144. ///611,:s1.1• / 1 ` \ 7) "Semi -rigid d ireaks including heels" Member end fixity model was used in the analysis and design of this truss. " 1, LI N A . • • 1. \ \\ 8) blaming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 1, 1011110\ 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) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. 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 May 31,2012 I A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER 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. Applicability of design paramenters 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 Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1109 Coastal Bay fabrication, quality control. storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Cltierla, DSB -89 and BCSII Building Component Boynton Beach, FL 33435 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. d Job Truss Truss Type Oty Ply - 15550187 422301 T11 COMMON 1 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.340 s Mar 28 2012 MiTek Industries, Inc Thu May 31 09:10:29 2012 Page 1 I D:v9bL0o6R_h ?GebW3 ?NsnfDzHYNv -1 nZ9jiXmhnpnICNhtGpZ6fy0K ?x43BAXggIEPTzB14e i -1-0-0 i 6 -10-8 13-9 -0 1 -0 -0 6-10-8 6-10-8 sc.le z.. dab 500 z IIIIIIIIIIIIIIIIIIIIII <I FA 9�a II 6 -10-8 I 13-9-0 6-10 -8 6-10 -8 Plate Offsets (X,Y): f2:0- 1- 6,Edgel, f4:0- 1- 6,Edgel LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.68 Vert(LL) -0.06 4 -5 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.55 Vert(TL) - 0.16 4-5 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.13 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 48 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 4= 431 /Mechanical, 2= 489/0 -3-8 (min. 0-1 -8) Max Horz 2 =37(LC 12) Max Uplift4= -65(LC 13), 2= -81(LC 12) Max Gray 4= 498(LC 2), 2= 569(LC 2) \ \ \� )" �� / / / 1 • '' /, FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \ �` \ S• • k / / TOP CHORD 2- 3=- 824/321, 3- 4=- 822/318 V BOT CHORD 2-5=-219/691, 4-5=-219/691 ■ • 10ENS`F • •'.••� � / WEBS 3 -5 =0/326 NOTES (9-12) 34$69 •••' 1) Unbalanced roof live loads have been considered for this design. N 2) Wind: ASCE 7 -10; 130mph (3- second gust) Vasd= 101mph; TCDL= 4.2psf; BCDL= 3.0psf; h =15ft; Cat. 11; Exp B; End., GCpi =0.18; MWFRS (envelope) — L.1. — and C -C Extenor(2) zone;C -C for members and forces 8 MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 T1 ��� * r, , = 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. /" u • 4) •This truss has been designed for a live load of 20.Opsf on the bosom chord in all areas where a rectangle 3 -6-0 tall by 2 -0-0 wide will fit between the --- STATE OF ••• ti bottom chord and any other members. 5) All bearings are assumed to be SP No.2 crushing capacity of 565 psi. �• • �� OR�O P • ' -: 8 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2. S 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. / • • ! r \\ 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. / /// / A /0 N A F � G • \ \'% 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. ()))) 1 \ 10) Note: Visually graded Lumber designation SPp, represents new lumber design values as per SPIB. 11) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 12) Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S) Standard May 31,2012 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIT T473 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 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction u the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1 109 Coastal Bay fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TP11 Quality Criteria, 008 -89 and BCSI1 Building Component Boynton Beach,FL 33435 Solely Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. Job Truss Truss Type Oty Pty 15550188 422301 T12 HIP 1 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.340 s Mar 28 2012 MiTek Industries, Inc. Thu May 31 09:10:32 2012 Page 1 I D: v h? GebW3? NsnfQzHYNv- SMFIMkZe_ iBMcf5GYQNGjHaapCwjGXszWozuOnzB 14b I - - i 6-2 -0 I 7 - - 1 13-9 -0 1 -0 -0 6-2 -0 1 -5-0 6-2 -0 Swk =1217 .5= .5= 72 500 FIT 2 d WY Wt ,, 2 — — 1,_ 4 / — a, 1 . .5� 72vi I I 5 2.a 11 ere II 02 6-2-0 7 -7 -0 I 13-2 -4 f 13 -9-0 6 -2 -0 1 -5-0 5 -7 -4 0-6_12 Plate Offsets (X,Y): [2:0 -2- 15,0 -1- 81,(5:0- 0- 14,Edge1, [5:0 -0- 0,0-11 -141 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.07 7 -10 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.16 7 -10 >999 180 BCLL 0.0 • Rep Stress Ina NO WB 0.20 Horz(TL) 0.05 5 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix -M) Weight: 52 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -7 -1 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-7 -5 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed WEDGE during truss erection, in accordance with Stabilizer Installation guide. Right: 2x4 SP No.3 REACTIONS (Ib /size) 2= 975/0 -3-8 (min. 0 - - 8), 5= 948/0 - - (min. 0-1 -8) Max Horz 2 =35(LC 12) \ \ \ \ I I O (/ / / / / Max Uplifl2=- 406(LC 8), 5=- 407(LC 9) \ \\ `\S S. K / /� Max Gray 2= 1128(LC 2), 5= 1092(LC 2) \ \ ��+ • .... , 'j ,J�. F'� i FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. • • \ CEN S TOP CHORD 2- 3=- 2105/883, 3-4 =- 1902/830, 4 -5 =- 2096/878 BOT CHORD 2 -7 =- 772/1881, 6-7=-774/1902, 5-6 =- 768/1880 -, * . . •• * WEBS 3-7 =- 80/493, 4 -6 =- 97/493 34869 NOTES (12 -14) _ — • Er 1) Unbalanced roof live loads have been considered for this design. E. 0 \�A' �lV//VVV��J _ 2) Wind: ASCE 7 -10; 130mph (3 -second gust) Vasd= 101mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =159; Cat. II; Exp B; Encl., GCpi =0.18; MWFRS (envelope); ,I, cantilever right exposed ; Lumber DOL =1.60 plate grip DOL =1.60 W ` 3) Provide adequate drainage to prevent water ponding. i STATE OF 4 • ) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. F� P ' � \ 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 X 55 ' ORID bottom chord and any other members. / / 1 /e �+.( •• • ! \ \ 6) All bearings are assumed to be SP No.2 crushing capacity of 565 psi. / v // A 1 p t � i \ \ \ 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jl =Ib) 2 =406, 5 =407. t V f"� 1� \ 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 1 ' 1 ( () 1 1 \ \ \ 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 249 Ib down and 269 Ib up at 6-2 -0, and 249 Ib down and 269 Ib up at 7 -7 -0 on top chord, and 374 Ib down and 118 Ib up at 6-2 -0, and 375 Ib down and 136 Ib up at 7-6 -4 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. 10) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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) Note: Visually graded lumber designation SPp, represents new lumber design values as per SPIB. 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- 3 = -44, 3- 4 = -44, 4- 5 =-44, 8- 11 = -20 Continued nn page 7 May 31,2012 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11 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. Applicability of design paramenters 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 b the responsibillity of the Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1 109 Coastal Bay fabrication, quality control. storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component Boynton Beach, FL 33435 Safely Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. Job Truss Truss Type Oty Ply 15550188 422301 T12 HIP 1 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.340 s Mar 28 2012 MiTek Industries, Inc. Thu May 31 09:10:32 2012 Page 2 I D:v9bL0o6R_h ?GebW3 ?N snfDzHYNv SMFIMkZe_ iBMcf5GYONGjHaapCwjGXszWozu0nzB14b LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=- 203(F) 4 =- 203(F) 7=- 294(F) 6=- 296(F) • A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI7.7473 BEFORE USE. Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters 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 Julius Lee PE. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1 109 Coastal Bay fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/T111 Quality Criteria. D51 -89 and SCSI1 Building Component Boynton Beoch,FL 33435 Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. n 0 > g co r- -u • car �� 110 y rn n c o ; N (� nwp� 3 •� O m p G I I � n 0. i l O (� c c o a D —O — CO O O O a O O i n N � ' 7 (� 7 r! Z 7 tp r n(a ~c4 Z N p c 7c�Q , CD OQ (D ,g O Q, lln Qa�� O c ' b Q n ° 3� N< ",0� X � � � �m v a ' - 7 7a v, �= (p C'Q —I C°C, - O - • °p6 -- °N � o °a O �a C 0 i o n P b"; 5- ' 0 O D- n° Q �o 2 a O a-- 7 m o m N ° o ff . (o ��� Z Q°� Co Q0a ` o' CT , 0 _ Z - ,.0a 6' O oo OQ Q N , � O . n 3 Q N O(pryg m��� i ° rn n� �Q� 3 �O o. Q�7 °- • QQ ,� b2 _ QQ�� r � _� o o 3 °� � m ° gym° 0 ma° 0 o % < m ° o° oo•� o °m 0 3 o - X • - 3 p . o = � 7o--a co at c„ ( 0 . cN (—)o 6 0Q N , C p 0 (D Orn ,', O n - � ]• Q OQ Q O (O n 7.O H • K co 0 0)m N n a z m = 7 D o 0 TOP CHORD x' n 0 o mQZ 0° 1111111•SMIM Da 70 mc -a co —, ` ui cA C -A ZH x) n ~vD (D -+ M m O n m '^(� v 70* cZ ^' HOP HA o N - D ® 2 N A P 7 0 7 m A O 9 a Q Q rn O e v D N O m 2 c 3 • n W N O A D Z 0 _ t D /� Q O V N ' >o r3)° o (C1 --,3 -O — O " A P O P v'i r N A . Co co D 9,, Z 0 o ® W 0 z , -1 x O o rr (D 0 O m 3 m 3 N (n A v, W TOP CHORD Q N 7. � T2 - . V O. P A W N 0 2 - 01 V O. (n A W N - 0 Q ^ - 71 lip no , ((C ' 5 ^ ' 00 O O o - ti - off C 772 0 N ( - ) c ''-g 5-w O O 5 n a a� S^ z 03 ti aD Q Y1 (� o rt, , o � 0 g � o o-o o am 303 ON aFD 0- °E. 0 0 0 �' � 0 < O ° m4 (oa � � -° £ - rp o (0 o 0 0 0 '°• 3 ' 0 a (- 0 0 Q N Q f v, ; v, '� 0 0 0 3 5 0: 'c m _ 0 0—. Q (D v cn 0 a g 0 ( 0 0 . 0 ma m m 70 00 `. N a-0 0 0g0 3 (D 00 !c°1 N o ' o 0 C ' a l a o O 0 S ' O •° ° C a N -g _,,-8 K o o 0 0 5 0- 7(D On 0 0 0 C, N 5 a 0 0 O }'� p0 5.T (g'' o o o a 3 N 0 0,, Z mm n ; a m o m 0 c 0 o ° Vr gm - ao 0 -( 0- �° o m. 0 C 0 a 3m o 0 0 g.-`i 0 m gj Eoo 2n N oa a °3 0-0Q O Q . 3 0 0 0 -coo < 7N � 0 a .0 a - 0 ,0 ao �-> - (00.0 0 0 O O (6 a O — (D 3 0 O N a o a ( D -. 0 N c c N o N ' — 3 N O O O O D C p C 0 N 0- N n mC 0 o s0 ' o m 0 P.:0 •m ' a0 s 0 a 3 ' °(. 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O a - o N N N Q a N O H O n ° 3 1 _ cr. — M N August 10, 2010 T -BRACE / I -BRACE DETAIL WITH 2X BRACE ONLY ST - T -BRACE 2 1 11 1 ® MiTek Industries, Chesterfield, MO Page 1 of 1 „1D Note: T- Bracing / I- Bracing to be used when continuous lateral bracing ; ; ;; is impractical. T -Brace / I -Brace must cover 90% of web length. LI 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 1 -Brace Nails Brace Size k for Two -Ply Truss Specified Continuous k Rows of Lateral Bracing k SPACING Web Size 1 2 2x3 or 2x4 2x4 T -Brace 2x4 I -Brace WEB - 2x6 2x6 T -Brace 2x61 -Brace 2x8 2x8 T -Brace 2x8 I -Brace k —\ T -Brace / I -Brace must be same species k and grade (or better) as web member. T -BRACE \ ��`t111Ilil / � / 4 �. J oGEN4- '•�� Nails Section Detail * ' N% 34869 v T -Brace =6 22 .: tV; � / /11 i ii STATE OF Web i •FLORIDP •0� //' / ,, , N M- , \\. Nails I I I I 1109 COASTAL BAY Web ii BOYNTON BC,FL 33435 I -Brace Nails FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL ST- VALLEY HIGH WIND1 MiTek Industries, Chesterfield, MO Page 1 of 1 „DQ GENERAL SPECIFICATIONS I 1I q I 1i n 1 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. i` - - L - - " L - - 1 `r, _ — 1 — — — — — y l — — — 11 __.II -- 1 - -_ -I 1 I I II 1 I II 1 I II 1 II I, I 1 11 1 1 1� I 1 1 r 1 1 1 r 1 11 1 1 A 10 1 1 1 BASE TRUSSES VALLEY TRUSS TYPICAL VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS p FT OR GIRDER TRUSS o V ETAIL W (TYP.) SECURE VALLEY TRUSS WIND DESIGN PER ASCE 7 -98, ASCE 7 -02, ASCE 7 -05 146 MPH W/ ONE ROW OF 10d WIND DESIGN PER ASCE 7 -10 160 MPH NAILS 6" O.C. MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 I ATTACH 2x4 CONTINUOUS NO.2 SYP CATEGORY II BUILDING TO THE ROOF W/ TWO USP WS3 (1/4" X 3 ") EXPOSURE C WOOD SCREWS INTO EACH BASE TRUSS. WIND DURATION OF LOAD INCREASE : 1.60 MAX TOP CHORD TOTAL LOAD = 50 PV, 11 MAX SPACING = 24" O.C. (BASE AID LLEY) / 1 /, / MINIMUM REDUCED DEAD LO IS ONWS. /. t.1..., ON THE TRUSSES ` // � ... oCENs - - .. � ��` ..' * ' N 34 869 0 •/1 • L U : �� STATE OF it/ -:- DETAIL A F ' (NO SHEATHING) k9 '' // �ONA� N.T.S. 1109 COASTAL BAY BOYNTON BC,FL 33435 JANUARY 1, 2009 LATERAL TOE -NAIL DETAIL ST- TOENAIL SP 1 11 1 ® MiTek Industries, Chesterfield, MO Page 1 of 1 &AM NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. im E3 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH 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 TO THE 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 J 162 108.8 99.6 86.4 84.5 73,8 ILLUSTRATION PURPOSES ONLY n ri Z .128 74.2 67.9 58.9 57.6 50.3 2 .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 M 3 NAILS . NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE -NAIL. NEAR SIDE APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: P i NEAR SIDE (3) - 16d NAILS (.162" diam. x 3.5 ") WITH SPF SPECIES BOTTOM CHORD For load 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 30°T0 60° VARY FROM 30 °TO 60° 45.00° 30 °TO 60° 114 '7/ 45.00° 45.00 ° \\\ ��tllllll /��� , v, . ''% ...• oCENSF' * ' N r. 34869 p • 6/22/11 [V; STATE OF • i cLORIO •'' �\ 1 /0)99 �� 1, �lllllt��` 1109 COASTAL BAY BOYNTON BC, FL 33435 FEBRUARY 8, 2008 LATERAL BRACING RECOMMENDATIONS ST- STRGBCK 1 II 1 ® MiTek Industries, Chesterfield, MO Page 1 of 1 1■/111rn TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 0 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 W ITH (3) - 10d NAILS FACE OF CHORD INTO EDGE OF STRONGBACK ANCHOR TO ATTACH WEB WITH (3) - 10d 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 ") w7 3 � w�r w M�II 1 w - 11 r 1110 , ..' MA 4 BLOCKING BEHIND THE ATTACH 2x4 VERTICAL TO FACE ATTACH TO CHORD VERTICAL WEB IS OF TRUSS. FASTEN TO TOP AND RECOMMENDED WHILE BOTTOM CHORD WITH (2) - 10d WITH TWO #12 x 3" NAILING THE STRONGBACK NAILS (0.131" x 3 ") IN EACH CHORD WOOD SCREWS (.216" DIAM.) 44U w Y / \ USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE ANCHOR TO ATTACH WEB WITH (3) - tOd NAILS SCAB WITH (3) - 10d NAILS FACE OF CHORD INTO EDGE OF TO BOTTOM CHORD (0.131" x 3 ") (0.131" x 3 ") STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) \ 1111 1 1 1 1 0, _ TRUSS 2x6 4 -0 -0 _ ......,_ , STRONGBACK (TYPICAL SPLICE) OTHERS) (BY OTHEFt ...,..• WALL BLOCKING \\� vs S.% // STRONGTL (BY O\5)� V` .. • • • • • • • • • .. / /// \ .J . �1GENSF . N� , , :. . ,.,; ,- ,11,11 \ * N �- 34869 �� 6/22/11 �; *LT.. •— = = = STATE OF . THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, .Lp C \ DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' -0" LONG %,///4y,,;'/: " ��� SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS N -� (0.131" x 3 ") EQUALLY SPACED. 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) FEBRUARY 14, 2012 STANDARD PIGGYBACK ST- PIGGY -7 -10 TRUSS CONNECTION DETAIL MiTek Industries, Chesterfield, MC I II 1 ® MAXIMUM WIND SPEED = REFER TO NOTES D AND OR E 11111110 MAXIMUM MEAN ROOF HEIGHT = FEET 0. MAX TRUSS SPACING = 24 " O.C. L „ CATEGORY II BUILDING r EXPOSURE B or C a D DURATION N 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. 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 115 MPH OR LESS FOR ANY PIGGYBACK SPAN, OR 1— ®11'I•®- 1 � ®1D 2. WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM am 48104 PIGGYBACK SPAN OF 12 ft. ' E - FOR WIND SPEEDS BETWEEN 126 AND 160 MPH, ATTACH C '. MITEK 3X8 20 GA Nail -On PLATES TO EACH FACE OF TRUSSES AT 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 D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: 'NI' - 71 .' 1 \ -"" \I` REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail -On -li \ r N4 ; PLATES AS SHOWN, AND INSTALL PURLINS TO BOTTOM EDGE OF BASE ,` \ \\\` TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE \� 1. I� TRUSS MITEK DESIGN DRAWING. SCAB CONNECTION PER 1�1 VA0��� NOTE D A:OVE 1 N �� �M / . A This sheet is provided as a Piggyback connection 1 \ \;\ 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. VERTICAL WEB TO \ \ \ \1111( // EXTEND THROUGH T CAP TRUSS REQUIRING A LOADS APPLIED WEB: � 3S S K / / /// BOTTOM CHORD \ \ / • OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS • t� \ � ..•' \CEN4- •. . \ MUST MATCH IN SIZE, GRADE, AND MUST LINE UP pa AS SHOWN IN DETAIL. - * * % 2) ATTACH 2 x x 4' -0" SCAB TO EACH FACE OF N r . 34869 • — IP TRUSS ASSEMBLY WITH 2 ROWS OF 10d (0.131" X 3 ") NAILS _ _ SPACED 4" O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH t VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) — I I'�I :: (MINIMUM 2X4) 3 9 12 • LU 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM 4 CONCENTRATED LOAD OF 4000 LBS ( @1.15). REVIEW i STATE OF • _ � -- ' BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS P" • \ "-, =. GREATER THAN 4000 LBS. F� ORID \ tom `� %DI 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, /// S� ` �� NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. // N A� \ O \ 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH // I 'gag \ \ THE PIGGYBACK AND THE BASE TRUSS DESIGN. 1109 L BAY BOYNTON BC,FL 33435 FEBRUARY 14, 2012 Standard Gable End Detail ST -GE130 -001 I 11 I MiTek Industries, Chesterfield, MO Page 1 of 2 11111Iaa Typical x4 L-Brace Nailed To 2x Verticals W /10d Nails, 6" o.c. Vertical Stud i V ertical Stud (4) - 16d Common ` Wir Nails o , ` DIAGONAL E D AC♦ MiTek Industries, Inc. 16d Common SECTION B -B h `/� Wire Nails DIAGONAL BRACE - -._� e � Spaced 6" O.C. 4' - 0" O.C. MAX (2) - 10d Common 2x6 Stud or Wire Nails into 2x6 2x4 No.2 of better • �� , TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace w/ Nailed �i© 12 Varies to Common Truss SECTION A-A 2x4 Stud ( ) -1od Common Nails j !!! % /� % /! ! !!! ! % / / / / /A % % :. / /! SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST Allli DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ith ATTACH DIAGONAL BRACE TO BLOCKING WITH ` 3x4 = (5) - 10d COMMON WIRE NAILS. %�A�� // ���� %PA�� /III AM SHEATHING TO STD SPF BLOCK * - Diagonal Bracing ** - L- Bracing Refer Refer to Section A -A to Section B -B 24" Max Roof Sheathing NOTE: V 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. INIONIEMIIIIMMEr;V V / 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND I ' WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1 ' 3 (2) 1 ¢ � �• 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. Max. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT a (2) - 10d NAILS BRACING OF ROOF SYSTEM. / 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB a � � z I 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. �� /T ruS' -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 � / BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. �,, / ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. / 26 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 I J TYPE TRUSSES. End Wall r. HORIZONTAL BRACE (SEE SECTION A -A) Minimum —_ _ _ 2 DIAGONAL Stud Size _ m"""' "" Species and Grade — �� 2x4 SPF Std/Stud 12" O.C. 4 - 0 - 7 4 - 3 - 2 6-0-4 8 -0 -15 12-1-6 \ e T ...... • N\ J'• • • EN . /'" 2x4 SPF Std /Stud 16" O.C. 3 -7 -0 3 - - 5 -2 -10 7 -1 -15 10 -8 -15 2x4 SPF SId /Stud 24" O.C. 2 -11 -1 3 -0 -2 4 -3 -2 5 -10 -3 8 -9 -4 * • N. 34869 . Diagonal braces over 6' -3" require a 2x4 T -Brace attached to l I CL one edge. Diagonal braces over 12' -6" require 2x4 I- braces — 713 kill • LL► attached to both edges. Fasten T and I braces to narrow edge - O • 3 / 2 9 / 12 . • 4/ of web with 10d common wire nails Bin o.c., with 3in minimum STATE OF • • end distance. Brace must cover 90% of diagonal length. - F LoRIDP... - (j F M A X MEAN R OO I H I G T = 30 FEET / / / / /S / O N -\ `‘.,,„\ \ \ \ EXPOSURE B or C ASCE 7 -98, ASCE 7 -02, ASCE 7 -05 130 MPH 1109 COASTAL BAY ASCE 7 -10 160 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. BOYNTON BC, FL 33435 DURATION OF LOAD INCREASE : 1.60 CONNECTION OF BRACING IS BASED ON MWFRS. FEBRUARY 14, 2012 Standard Gable End Detail SHEET 2 MiTek Industries, Chesterfield, MO Page 2 of 2 l �/ \ - 177 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD Trusses @ 24" o.c. HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48" O.C. ( I a (SEE SECTION A -A) ATTACHED TO VERTICAL WITH (4) -16d COMMON WIRE NAILS AND ATTACHED MiTek Industries, Inc. Roof Sheathing TO BLOCKING WITH (5) - 10d COMMONS. 1 1• OM 1 1' -3" Max. IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR 1 NAIL DIAGONAL BRACE TO THE PROJECT ENGINEER /ARCHTECT TO DESIGN THE PURLIN WITH TWO 16d NAILS CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT TRUSSES MAY RESULT FROM THE BRACING OF THE GABLE ENDS 0 I WITH TWO I 16d NAILS EACH FO STEN PURLIN TO BLOCKING W/ TWO 16d NAILS (MIN) Diag. Brace 1 �••i PR O V 2x4 BLOCK BETWE THE TSSS S at 1 /3 points ��, � S UP PORTING THE BRACE AND THE TWO TR if needed �•� `\ O N EITHER SIDE AS NOTED . TOENAIL EN BLOCKING . TO TRUSSES W ITH (2) - 10d NAILS AT EACH END. AT T ACH DIAGONAL BRACE TO BLOCKING WITH \ •��- (5 - 10d COMMON WIRE NAILS. End Wall - - - - --�"— CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: STRUCTURAL METHOD 1 : ATTACH A MATCHING GABLE TRUSS TO THE INSIDE GABLE TRUSS FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. �� METHOD 2 : ATTACH 2X _ SCABS TO THE FACE OF EACH VERTICAL SCAB ALONG MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING VERTICAL , NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SIZE, GRADE I AND SPECIES AS THE TRUSS VERTICALS ' ► ' NAILING SCHEDULE: - FOR WIND SPEEDS 120 MPH (ASCE 7 -98, 02, 05), 150 MPH (ASCE 7 -10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131" X 3 ") NAILS SPACED 6" O.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7 -98, 02, 05), 150 MPH (ASCE 7 -10) NAIL ALL / MEMBERS WITH TWO ROWS OF 10d (.131" X 3 ") NAILS SPACED 6" O.C. (2X 4 STUDS MINIMUM) :: 111 Z MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. 44111111 ALL BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ► , ON THE INTERIOR SIDE OF THE STRUCTURE. INLAYED STUD G STRUCTURAL ��114111101111 1 AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST GABLE TRUSS B E PRESENT TO PROVIDE FULL LATERAL SUPP 1T F TAE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LO�AqR3� rHE $dPIC1/ySHOWN . illii■ IN THIS DETAIL IS FOR THE VERTICALS f O1 i ,Q ISY.S. /" C7 .i 7 � • �� cc • — .� ,,,.•. .• , \GEN, . . i �. - F '. .v II NOTE : THIS DETA IS TO BE USED ONLY FOR ` ` . * ' • N •- 34869 . / + STRUCTURAL STUDS ARE GABLES WITH ADDR ESSED INLAYED HERE. / • STUDS TRUSSES WITHOUT INLAYED _ N OT - - / ,I u. - 3/29/12 Luz: STATE OF � STANDARD / • � . F GORIDP.•• C1 GABLE TRUSS i /'ASV °NAB- E? � �� .,N i 110 9 / COASTAL BAY 0. BOYNTON BC,FL 33435 . , • y. eve TECHNICAL BULLETIN .._„___ A pril 2010 by Weyerhaeuser Bulletin TB 0 Multipl Member Connectio for Side - Loaded Beams with Concentra Loads Table 1: Maximum Concentrate Load Applied to Beam - Bolt or Nail Connection (Ibs) g 3 :i i l i 3 3 a "'k"` t a� ;'� 3 tF er s sr 3 i : ,Ck : . ( ``r x a e 6 a k .'h. 3 ,� AK "; -, � ry : 3Y r * �. t ,. y } y E r E 1f 3;� ;,�?,, , , ; t3 E• 3 J} 4's+Ji'. �' 6 2 9 l ° �i �� �� re `k,'m „ sX , °k3 ' ,}v,.., � .3 .3. r. + � 3 • .�3 ) �., :. y�'ii 3 ` . 0.5 2,100 4,200 6,300 8,400 i 2,125 4,250 6,370 8,495 �� 1 �' & k �f� �„ � 0.5 , 0. 75 3,060 6,120 9,180 12,240 76°888...41'5532.583582')28. 5 3,050 ��: 1,06 0 (6) 2,125 3,185 4,250 ,�,,',. „ . �? 3 �'r, • a �° •,,,, �` 0.75 930 1, 2,790 3,720 kid ` fags ' y , f } ( d A +►'} - r w S im , 0.5 1 ,050 2, 3; 150 8,2 �'� � �� 1,060 2 3 ,18 5 4,250 l a 0,7 300 8,400 1,530 3 ,Q6Q 4,590 8 3 r ,{ z „, ,0 I .p s 0 0.5 2,100 4,200 6, ko�i �kr - • . 6 a " 2,125 4,250 6,370 8,495 & 3 0.75 3,060 6,120 9,180 12,240 l ;i; i Ir e.. 1, ::.:i: 3 € a 0.5 1,40q .2,800 4,200 5 600 f, r . 3 : 3F 0 . 7 5 2, 0 40 . ,.4 6,1 8, 16 0 ' t , 1 � 0:5 6 1, 355 2 030 2, 710° ;, 3z C75 82 1 , 480 , 3 305'. ( (6) 11,330 i`•s � ;. ��" € 0.5 2,800 5,600 070 20,095 8,400 11,200 ....« , s 3 i A 2,830 5,665 8,495 i ; s"+ #11 „} 0 .75 5 ,025 10,050 15, Eam r €§ 0.5 935 1,865 2,80 3,735 s & (6) (6) (8) (6) P 945 1,890 2,830 3,775 0k 0.75 1,360 2,720 4,080 5,440 ' s � A C t 0,5 1 3,40 5160 6,880 e a ° T © a 0.76 2, 4$0 49 80 7 ,440 9,920 H 3a d a s . ,,.raa m , t \, • i ' ,, , 0.5 1,015 2,030 3,050 4,065 3a�e ��� 0.75 1,240 2,480 3,720 4, 9 6 0 ? : ,' 3% 0 x 0.5 1,720 3,440 5160.: 6,880 g Y 2 'l "�(� 1 x . ,k I 0:75 2,480 4,960 7 440 r 9,920 { C ,� 0,9 6 76 '1,355= 2,030 2,710 h i' 0.75 • � � �� $ 2 5 1 655 2,4$0 3 • o 0 . 5 2,800 5,6 8,400 11,200 ,, (,� O C 2,830 5,665 8,495 11,330 10 h0 h' General otes k 4 , 0.75 5a d bea 10,050 15,070 20,095 • 1. See page 4 for table N connection nm ep li 2. Washers required. Bolt holes to be 9 /16" maximum details for %" bolts, 13/ th maximum f 3/,- bolts. 3. Minimum end distance for bolts is 6" 4. Drilling bolt holes reduces the section of the beam and thus the load capacity of the supporting member. Shear and moment capacity of the beam must be checked at the location of each row of bolts. 5. Number of requ nails shown must be installed from side opposite hanger. 6. Number of required nails shown must be installed from hanger opp ide. Additionally, ins stall half the number of required nails from side opposite hanger. Page 1 of 8 CONTACT US • 1.888.iLevel8 (1. www.iLevel.com A Weyerhaeuser,'Level ' Microllam, Parallam, TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR. © 2010 Weyerhaeuser NR Company. AD rights reserved. ■ e "e TECHNICAL BULLET Bulletin TB -300 IN April 2010 ny Weyerhaeuse Table 2A: Maximum Con Load A pplied to Beam -Wood Screw Connection (Ibs) z i , } ,> 3 i . �. I, ay+� i 4 i 3 ¢ nr 3 r 0 v y 1 �� g 4. , 3 g 1 i 2 1 p T1lp I,elr1 # ) w 3 : #� S0 % r- . ' '. tell : 33,, \ o: y Y a m 3'3 T � " 3 Y 4 >'E 3' /z" 1 2, 4, 305 5,740 2, 4,080 6,120 8,160 tittitO likilkilttlgat • �� ' ) n v TOFF {2 3% 720 1,435 2,155 2,870 1,020 2,040 3,060 4,080 „„„:„: , ,:,,,,,:„,,„,„„„„4,„!„:.„3,:„.„„„„„.„„,•;!„:„.q.:..;,:g.:!i.;•:...,•,:i.;,,•:.R.Eggrilleell„„ 1. €1, !;;; a1 z 3 i * � r AC `lip +�Seai» 4 3 0 60 408 • t fbp 14} 3W 7 20 1 435 ., 2,155 2 1 0 1 8§s � ( �� � � 1, 2,870 4,305 5,740 2,040 4,080 6,120 8,160 � 3 a ri n� 1t i c i 7 a a s F li° Y . 3 AC t�§ 1055 2, to 3,16.E 1 4, � 1 3$Q 2 , �5 5,kl40 , (''''' amt) 'S OP a g nt5? 705 .1 405 2 28'10 , 90S 181 E 2 , 720 3,625, 1 Y i, f _ s '':' ., " i F F 1 1 1 3'/2" 1 915 3 825 5 740 7 655 2 720 5 440 8 160 10,880 : i " = Y 4 l '� 6 2,110 4,220 6,325 8 2,720 5,440 8,160 10,880 ( 7,� �B8 � � � � A � � 3Y z 640 1,275 1,915 2,550 9 05 1 , 815 2,720 3,625 6 " 151 705 1,405 2,110 2,810 905 1,815 2,720 3,625 x n ,, � 3f :po i" of ♦ e Y n �r Ttio,:.. 8 1 05 A l . 5 2 ,110 3 16 # 220 930 9860 2 78 3 ' 3 (yrr 8m) 1 ,� ,E; T?tl$ 6 " 151 1,055 2,110 3,165 4 1,360 2,720 4,080 5,440 is �t � I«� i��a ri P CE ? 6"t t 1 055 2,1"10 3 165 4 220 3Q 'f 860 2,78 s 3715 ply 1�k � , ��38m) 0,1 V l t (4 Qp 6 " tit 70 1 405 211 2 810 5 9 815 .2720 3 525 ' �K i S/ „+ ,jr '�, rFAC • • ( Be f t) 44�p( 1 3' /i' 1,915 3,825 5,740 7,655 2,720 5,440 8,160 10,880 1. S ee p age 4 for table General Notes, connection details and beam depth limitations. 2. Install screws from both sides of beam. 3. Install screws from side opposite hanger only. 4. Install screws from ha side only. • 5. 6" SDS or WS screws can nger be used with Parallam PSL and Microllam LVL, but are not recommended for TimberStrand LSL. Page 2 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) • www.iLevel.com A Weyerhaeuser, iLevel, Microllam, Parallam, TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR. © 2010 Weye rhaeuser NR Company. All rights reserved. ■ eve TECHNICAL BULLETIN April 2010 by Weyerhaeuser Bulletin TB -300 Table 2B: Maximum Concentrated Load Applied to Beam - Wood Screw Connection (Ibs) ,n( -2 q:1, ,f21,71,k, r'' I P w . s g i E E 0 m e 8 a g t .., a 3' 1, 600 3,205 4,805 6,410 'f.4; 1=5, 4:14A:. fij, 4 11.6.1 ' 4 :*''F w V444 F F 3'/e" 800 1, 600 2,405 3,205 �y3'r a " MEMM 33 ( x ,1 ' �. I 0. 3'/." 1,600 2;405 3,205., '�r 5 S rStet44 : l� > 3 1 3,205 4 805 6, 410 . ' . a ", 8'/ + " , , , 1 2 ; 32 0 3 4 . d s } '�',. pc4,1:1 e : } 5 ", 6'/," x,3 20 3,t� EN � 3ztg , 3 3'/ 2,135 4,270 6,410 8,545 , 5 ", 6'/." 2,320 4, 640 6,960 9,280 �� t 3 710 1,425 2,135 2, 5 ", 6 ' /," 77 1,545 2,320 3, %, B ,� � " - � t 5', 6'/1 1 2,320 3, 480 4,84 , 1 , V 3i a'3' / ? 1 S � ,� 4 0 'a' 4 5 ", 63A. 1,160 2,32 3,480 4,640 � ' 114 3MI = 0 ly a � �;. , F' 5 ", 6' " 1,160 2, 32 0 340 4,640 i p "'q.x,,,'' r a . Fy 5 " , ; 6' " 1,160 2,321 3,480 .4.840 .„....,,,,,,,,,:„::,,,,„„,„,,,,, I �r ,is. *�4 x x 3 F11)I'M,' for ' E r ig!f, 5 ", 6'/ + +" 2,320 4,640 6, 960 9,80 280 1. See p age 4 table General Notes, con nection details and beam depth limitations. 2. Install screws from both sides of beam. 3. Install screws from side opposite hanger only. 4. Install screws from hanger side only. Page 3of8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) • www.iLevel.com AWeyerhaeuser, iLevel, Microllam, Parallam, TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR. ©2010 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 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 3 % ") 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" O maximum holes T r • Lead holes not required for wood screws N Conc. Load Conc. Load 5 m � 2 Conc. Load - Conc. Load m 0 0 < • V M T N O N 'O \ 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 = T3/4" for' /z" o bolts d = 93/4" for 'A" 0 bolts d = 111/4" for' W' 0 bolts d = 91/4" for 3 A " a bolts d = 14" for' /," o bolts d = 16" for 3/4" a bolts Conc. Load Nailed Connection Detail c B gill *STAGGER NAILS TO PREVENT SPLITTING 1W X ,{ 1 9'' 1 16d Sinker (typ) Typ. [_[.. 6+N/ 1 ") I (0.148" x 3'/ < < ") ail Pattern J 12 Nail Pattern 18 Nail Pattern Page 4 of 8 24 Nail Pattern w CONTACT US • 1.888.iLevel8 (1.888.453.8358) • www.iLevel.com w Weyerhaeuser, iLevel, Microllam, Parallam, TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR. © 2010 Weyerhaeuser NR Company. All rights reserved. , " . • j eve TECHNICAL BULL March ETIN 2010 by Weyerhaeuser Bulletin TB -300 1 Table 3: Allowa Capacities of 5i/." Beams w ith Bolt Connections l g l °;t1140.14 a ® Tai! ,, ' 9 s y y� ! � ' ' a d + ` 3Y f ` 6 235 6545 8,755 9560 12,345 15,005 ,t 15'1 1 '10500 :1 95 13 825 16,E ' 19 6011 P 3,995 4,260 6,210 6940 9,510 12015 B 750 . 1 N t 1,55 ,,' 12 425 ! 15 400 18 20Q ® W 10,605 15,295 15,685 23,905 32,760 42,265 MMM Y 93581470 1373 20 91 !- 2 8 725 37 2 " V *F i ,,, 9 350 13,170 13, 20, 910 28,725 37,245 $ X` = 222900 0 575 ` 2 8 2 36 685 1� '�' 2 10,600 15,290 15,685 23,900 32,755 42,260 MMM �y� 9,9(X7; 14,215` 1 14,195 ;21 2 90 2 0 3 °' ,} 46� 29,015 37,220 MMMI ' ' , ,? " Y 1 3 i ` _. „_. • a i ,x . 2,745 4 445 4,665 6 6,810 8 795 10 690 12 610 14,545 18,440 9 v. j ; + . O i E �' r . , ,. 11,4 2 250 845 3,0 4,425 4,945 6 9 5 Q^` 1 8,560 10,390 12,250 2 6,040 � 'a ; � .,., 4,240 , 6 48 ° •, 8 230 8 655 10 9129 1 4;96 5 6960 2 0 950 '' 3 9960 16 22 0 17 105 23 990 26,730 36,385 46 670 58,1 70 740 99,375 '' s ` &02 X1 4 3 05 . 065 21 00© . 2 385 3 1 9035 ' 4 '1` 1 30 ' 63 89 670 ' - ', ? 14 305 15 060 20 995 23,385 385 31,905 41, 125 51 530 63,100 89,670 � � 20660 A la 010,` 31 405. 40610 50 795 62 250 885 90 ' , 9,950 16,210 17,100 23,985 26,725 36 380 46,665 58 , ,370 15 145 15 895 217 03Q 3 2 2 ' 41 105 5 1 1 20 125 5 70 285 740 . 88 99 015 32,230 41 5 1 115 62 280 88,010 5 i , "1 ' 4" `4 . , 1r401:410,880 , 12 , 8 38 8 1,3 5 86 > ; 4 5 3 4,520 4,745 6,350 6,93 8 950 10,880 12 830 "Pro VI • REJMA T O 73,6000 15 ° 984 =1 50,(4/306 E 1 895 ,18 14 210- 16 E 2 895 4505 4 / 4� 'f3 348 6,600 8,375 9,010 11 165` 13 10,575 195 1 710 10 5225 10 ; 4 18,090 19,080 26,760 65 495 , F 3 , , r � ; 15,960 .} 16,805 '2 3,420 2629 085 815 40 35725 740 = 46205 58,06 ' 3 , ,, 4446 , 'A 15,955 16,800 23,420 26,080 35,725 46,205 , „ , 231345 25 3 16 45,510 7 58060 ,2 A � . i 2 , 18 080 19 070 26,755 29 665 810 40 52,425 65,490 f' A >a 4 16 890 ='17,7'30 24,215 25 80 ° 36. 46, :57 ,600 � , ,e � 1 ''Y„ 6 36,085 46,170 57,595 � .. , vA,r 1, �:,8' „„ 45 56,71 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. • 91/4" and 1 1W TimberStrand LSL are 1.3E grade, all other depths are 1.55E grade. Page 5 of 8 AWeyerhaeuser, US • 1.888.iLevel8 (1.888.453.8358) • www.iLevel.com AWeyerhaeuser, '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. .. . • 1 eve TECHNICAL BULLETIN March 2010 by Weyer haeuser 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. ro N , Brg (Typ.) rn 4 av , .. :,s Y s�,:.. , • . ,. _ =�7v ._ ."Y.•4 _ "s^. -f big r Additional 3 - 1 /: x 14" Microllare LVL Beam, Flush ` Connection - L Required for ;; Concentrated Load Face Mount Hanger with 5,000 lbs Reaction L 4 2- 1'/," x 14" Microllam LVL ' 14" Floor Joists @ 24" o.c., Typ. Beam, Flush 1 . i a , 4 r < 4' -0" >1 15' -0" Partial Framing Plan Page 6 of 8 CONTACT US • 1.888.iLevelB (1.888.453.8358) • www.iLevel.com A Weyerhaeuser, iLevel, Microllam, Parallam, TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR. © 2010 Weyerhaeuser NR Company. All rights reserved. eve TECHNICAL 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 1/2" diameter bolts at 16" on- center (570 plf) — 2 rows of USP WS35 wood screws at 16" on- center (540 plf) on each side of beam — 2 rows of SDS 1/4" x 3W at 24" on- center (510 plf) on each side of beam — 2 rows of 5" TrussLok wood screws at 24" on- center (500 plf) • 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: — 1/2" 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'W WS wood screws in an 8 -screw connection (5,740 lbs) — 3 SDS wood screws in a 6 -screw connection (6,120 Ibs) — 31/2' TrussLok wood screws in an 8 -screw connection (6,410 Ibs) 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 pattern 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 Ibs. 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" Microllam LVL beam with the 6 bolt pattern located less than 5d from the end of the member is 8,795 Ibs while the reduced allowable moment is 31,905 ft-Ibs. Therefore, the beam is acceptable with the 6 bolt connection. • Select the preferred options for both the uniform Toad 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 pattern as appropriate. Page 7 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) • www.iLevel.com AWeyerhaeuser, iLevel, Microllam, Parallam, TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR. © 2010 Weyerhaeuser NR Company. All rights reserved. • 1 ® TC�''LJAII� A 1 X111 1 CTIA 1 Forte- MEMBER REPORT Level, Floor_ Flush Beam ) sore m , Overt* length 15' 1 —o 1 1 '4 1 15 G. All Dimensions are Horizontal; Drawing is Conceptual aiiraii 'e#i * .. x 4 t A #ill Rf to l LOI x , � a . � .�: ., �.�', System :Floor Member Reaction (ibs) 7595 IQ 2" 7809 Passed (97%) - - Member Type : Flush Beam Shear (Ibs) 6837 c • 1' 5 112" 13965 Passed (49%) 1.0 Building Use : Residential Moment (Ft -lbs) 25215 41 4' 11 7/8" 36387 Passed (69%) 1.0 Building Code : IBC Live Load Defl. (in) 0.356 t_• 7' 1 13/16" 0.489 Passed U494 ( ) - - Design Methodology : ASD Total Load Defl. (in) 0.456 ® 7' 1 7/8" 0.733 Passed (L/386) - - • Deflection criteria: LL (L/360) 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 at 13' 15/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. r 1 - Stud wall - Spruce Pine Fir 3.50` 3.50" 3.40 / , ," 1641 1 5955 / 0 1 0 Blocking 2 - Stud wall - Spruce Pete Fir 3.50" 3.50" 2.33" 1164 / 4045 / 0 / 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_ k rte " � X,�� ; .fA w �, � L,�� 3� bid g � � ik t .4', A,;',4,414:,,,, , l ' 1 .M q C r ;,, ;� € ' &it w . 1Mik �' ' . ` � .'�. �. 3)>:.s, , . ,f 0 W i, i. l.•t t 3 t'-' '� Yi : �'^ fit -i 3 1- Uniform(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 i �' Eft ' r l4 J � AA wY - yr (� ff�A. L { f t t l e c Via— ,, �r '< yx t tl d ,' - f tOni ei1tv�,XRu .''!,..,:',.4. �'a } i¢ k .h ,' d f'.::,,,,-.;,,,,v<4. 'v3 P Yom' l'f 1 - 3' 6035 / 139651 1.0 19186! 36387 / 1.0 BOLTS LEFT OF HANGER 2 - 5' 39 / 12569 / 0.9 25215/36387 / 1.0 BOLTS RIGHT OF HANGER Forte'" Software Operator_ Job Notes 3/2512010 9:02:21 AM iLevet® Forte'' v1.1. Design Engine: V4.8.0.1 Page 1 of 1 Page 8 of 8 I CONTACT US • 1.888.iLevel8 (1.888.453.83581 • www.iLevel.com I AWeyerhaeuser, iLevel, Microllam, Parallam, TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR. 02010 Weyerhaeuser NR Company. All rights reserved.