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421 Sargo Rd New Home 2014 CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 4J13 T Application Number . . . . . 14-00000222 Date 2/28/14 Property Address . . . . . . 421 SARGO RD Application type description SINGLE FAMILY RESIDENCE Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 151391 ----------------------------------------------------------------- Application desc NEW HOME ----------------------------------------------------------------- Owner Contractor - ------------------------ ----------------------- AF AB VENTURE LLCET AL MATHIEU BUILDERS 800 C 3RD ST 1778 OCEAN GROVE DR NEPTUNE BEACH FL 32266 JACKSONVILLE FL 32226 (904) 813-3661 --- Structure Information 000 000 NEW HOME Construction Type . . . . . TYPE 5-B Occupancy Type . . . . . . RESIDENTIAL Flood Zone . . . . . . . . ZONE X ---------------------------------------------------------------- Permit . . . . . . SINGLE FAMILY DWELLING NEW Additional desc . . Permit Fee 636 . 00 Plan Check Fee 318 . 00 Issue Date . . . . Valuation . . . . 151391 Expiration Date . . 8/27/14 -------------------------------------------------------------- Special Notes and Comments 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 metal lid. Cleanout to be set to grade and visible . If on-site storage is required, a post construction topographic survey documenting proper construction will be required. All concrete driveway aprons must be 5" thick, 4000 psi, with fibermesh from the edge of pavement to the property line. Reinforcing rods or mesh area 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-of-Way. (Approved: 1Advanced Disposal, Realco, Shappelle ' s and Waste PERMIT IS 1A '9@JnWL •IPV ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. CITY OF ATLANTIC BEACH j 800 SEMINOLE ROAD J ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 Page 2 Application Number . . . . . 14-00000222 Date 2/28/14 ---------------------------------------------------------------------------- Special Notes and Comments 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. 2010 FLORIDA BUILDING CODE, 2008 NATIONAL ELECTRIC CODE A sewer cleanout must be installed at the property line . Cleanout must be covered with an RT1 concrete box with metal lid. Cleanout to be set to grade and visible. *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 ---------------------------------------------------------------------------- Other Fees . . . . . . . . . STATE DCA SURCHARGE 9 . 54 DEV REVIEW-SINGLE & 2-FAM 50 . 00 ENG REV RESIDENTIAL BLD 100 . 00 STATE DBPR SURCHARGE 9 . 54 UTIL REV PRE APP >3 HRS 50 . 00 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 636 . 00 636 . 00 . 00 . 00 Plan Check Total 318 . 00 318 . 00 . 00 . 00 Other Fee Total 219 . 08 219 . 08 . 00 . 00 Grand Total 1173 . 08 1173 . 08 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. 3��'s�911tyVtJKj,Ca+�«t v:a.:cayu,• BUILDING PERMIT APPLICATION CITY OF ATLANTIC BEACH 800 Seminole Road, Atlantic Beach, FL 32233 i L E 4 0 p y Office (904) 247-5826 Fax (904) 247-5845 - Job Address: Sarn �� ZZ33 Permit Number: 7 Z.2 7— Legal Description dins a,14W Parcel# 171-6-05- Lod -Iloor Area ot sq.Ft. 'q F Valuation of Work$ /50,.3 Proposed Work /�heated/cooled non-heated/cooled 1,51- j-71.0o Class of Work(circle one): Ne Addition Alteration Repair Move Demolition pool/spa wi Use of existing proposed structure(s) ((circle one):. Commercial Resid If an existing structure,is a fire sprin ler system installed? (Circle one): es o N/ Florida Product Approval# FEB 4 2014 For multiple products use pro uct approva orm Describe in detail the type of work to be performed: Lon �iu��o D ew Gvaoc� � �— �c Property Owner Information: Name: Ar A� ye,117�WGS Z-Z-C- Address: City Ofun, /3Cai,ti StateFc,Zip j4 Z/,Ll Phone ?G 71,�I, -?7 ?z E-Mail or Fax#(Optional) Contractor Information: /J Company Name: A&AiZ a X, 14,T ,Zt Qualifying Agent: &51;,1 &-oWA- Address:/72�62 ea.7 Qr/vee City Q 4i State F;e- Zip J Z-1-13 Office Phone_90 Y M 3 G 6/ Job Site/Contact Number 9054,rl3 3 6 i;/ Fax# 90 5�r Z/Z, /Y ?/ State Certification/Registration# G/f L Z S- S I'll- Architect Name&Phone# #It c! on Engineer's Name&Phone# Fee Simple Title Holder Name and Address Bonding Company Name and Address Mortgage Lender Name and Address Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permita nd that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. This permit becomes null , void if work is not commenced within six(6)months, or if construction or work is suspended or abandoned for aperiod of six6)months at any time after work is commenced. I understand that separate permits must be secured for Electrics!Work,Plumbing,Signs, Wells,Pools, urnaces,Boilers,Heaters, Tanks and Air Conditioners,etc WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. 1 hereb certify that I have read and examined this application 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 AAJw i6 Signature of Contractor Print Name Print Name ..... ........ .. r. '............ ..... a. .1 Swo d s bscribed A^ ol� bscribed 20 this ay f i 2 . a N Notary Public Shirley FF 088990 ra am My Commission Expires 02t14R018 io FF 088990 4/2018 Revised 01.26.10 City of Atlantic Beach APPLICATION NUMBER Js at Building Department (To be assigned by the Building Department.) 800 Seminole Road 9 -0 Atlantic Beach, Florida 32233-5445 Z' Phone(904)247-5826 - Fax(904)247-5845 V=/ E-mail: building-dept@coab.us Date routed: � I City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: •Z Rol �JDepqLtmen t review required Yes No J Bu Applicant: Q.` i/��. �JL _ �ie�� Planning &Zonin Tree Administrator Project: /V L A) lh^ < ublic Works ublic tilities Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified B 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: roved. ❑Denied. (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by: Date: 41 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 05/14/09 City of Atlantic Beach r APPLICATION NUMBER Building Department J be assigned by the Building Department.) 800 Seminole Road Atlantic Beach, Florida 32233-5445 Phone(904)247-5826 Fax(904) 247-5845 <k �oF�S9 E-mail: building-dept@coab.us Date routed: f7 / City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: •Z Ral. tment review required Yes No Bu ; _ Applicant: a, / / ,��_ Planning &Zonin Tree Administrator Project: N ublic Works ublic tilities Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified B Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLI TION STATUS Reviewing Department First Review: Approved. ❑Denied (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by: ,. Date: al TREE ADMIN. Second Review: A roved as revised. ❑ pp ❑Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied. Comments: Reviewed by: Date: Revised 05/14/09 City of Atlantic Beach APPLICATION NUMBER Building Department DTCE:I;VE D be assigned by the Building Department.) 800 Seminole Road 1��• Atlantic Beach, Florida 3223 -5445 Z,21 2.-. Phone(904)247-5826 • Fa (904) EfB514 J7'19r E-mail: building-dept@coab. s ate routed: � �T / City web-site: http://www.co APPLICATION REVIEW AND TRACKING FORM Property Address: twd X?O/ Depxtment review required Yes No Bu' Applicant: GG /�ll 1&/ ,P Planning00 '_onin Tree Adr.. �strator Project: /*M46 ublic Works ublic t;` .es Public Sa `y Fire Sery Review fee $ Dept Signature Other Agency Review or Permit Required Review or Rece Date of Permit Verified Florida Dept. of Environmental Protection Florida Dept. of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: $pproved. ❑Denied. (Circle one.) Comments: BUILDING r PLANNING &ZONING Reviewed by: Date.____j � TREE ADMIN. Second Review: A roved as revised. ❑ pp ❑Denies PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied. Comments: Reviewed by: Date: Revised 05/14/09 City of Atlantic Beach �s s� APPLICATION NUMBER Building Department IVEb T CEi o be assigned by the Building Department.) 1800 Seminole Road Atlantic Beach, Florida 32233-5445 �Eg �Z Phone(904)247-5826 Fax(904) 47-5845 2014 1) E-mail: building-dept@coab.us BY: late routed: C�2 f7 / City web-site: http://www.coab.us APPLICATION REVIEW AND TRACE`,,.NG FORM Property Address: Za 6 kO De rtrii„nt review required Yes No Bu' Applicant: Q, /�f,�� /1 ,� Planning &Zonin Tree Administrator Project: L A) 1*m6 ublic Works ublic tilities Public Sa�� : � Fire Sery <.s Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receir Date of Permit Verified 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: PApproved. ❑Denied. (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by: Date: 02 44K=_ TREE ADMIN. Second Review: A roved as revised. ❑ pp ❑Denied. UC WOR Comments: LIC UTILITIES C SAFET Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. [—]Denied. Comments: Reviewed by: Date: Revised 05/14/09 , ss\ CITY OF ATLANTIC BEACH PUBLIC UTILITIES J 1200 Sandpiper Lane ATLANTIC BEACH, FL 32233 (904) 270-2535 or (904) 247-5874 NEW WATER/SEWER TAP REQUEST Date: 2/21/14 Project Address: _421 Sargo Rd. No. of Units: 1 Commercial Residential X Multi-Family New Water Tap(s) &Meter(s) Existing Meter Size(s) 3/4" New Irrigation Meter Upgrade Existing Meter from to (size) New Connection to City Sewer Existing Name: Mathieu Builders Applicant Address: City: State: FL Zip: Phone Number: 813-3661 Cell Number: Email Address Fax: Signature: (Applicant) CITY STAFF USE ONLY Application# 14-0089 Replacement of existing house that Water System Development Charge $ was already on water& sewer. Sewer System Development Charge $ Water Meter Only $ No fees required. Water Meter Tap $ Sewer Tap $ Cross Connection $ Other $ TOTAL $ 0 APPROVED: Donna Kaluzniak 2/21/14 (Utility Director or Authorized Signature) ALL TAP REQUEST MUST BE APPROVED BY UTLITIES DEPARTMENT BEFORE FEES CAN BE ASSESSED DO NOT WRITE BELOW - OFFICE USE ONLY Applicable Codes: 2010 FLORIDA BUILDING DE Review Result (circle one): Approved Disapproved Approved w/ Conditions Review Initials/Date: -,2o Development Size Habitable Space Non-Habitable Impervious area Miscellaneous Information Occupancy Group 2 - Type of Construction V! 6 Number of Stories Zoning District S — Max. Occupancy Load Fire Sprinklers Required Flood Zone Conditions/Comments: /fierly,j 22-2— NO _ a COMMENCEMENT -.1ro11�.. State of ` 4IL&C'1 etP Folio No. County of :. E I L E P To Whom It May Concern: �'�" �'�' ""'�' '' The undersigned hereby informs you that improvements will be made to certain real property, and in accordance with Section 713 of the Florida Statutes,the following information is stated in this NOTICE OF COMMENCEMENT. Legal Description of property being improved: /-,,f /0 ,(3/vr/� /� I e/a� r•� /�M� Br"/� /0,4 Al /0b"5 411' C Litt.-t4Day y iM Address of property being improved: General description of improvements: e u/ e Owner: A�AZ !;;lure, /G,--- Address: Od Owner's interest in site of the improvement: Fee Simple Titleholder(if other than owner): Name: Contractor: e,,x , e,-s Address: TelephoneNo.: `��/33G 61 Fax No: ?0V' 2-1Z— 1`{7 Surety(if any) Address: Amount of Bond$ Telephone No: Fax No: Doc#2014034935,OR BK 16690 Page 2328, Number Pages:1 Name and address of any person making a loan for the construction of the improvements Recorded 02/14/2014 at 03:37 PM, Name: Ronnie Fussell CLERK CIRCUIT COURT DUVAL COUNTY Address: RECORDING$10.00 Phone Not Fax No: Name of person within the State of Florida, other than himself, designated by owner upon whom notices or other documents may be served: Name: Address: Telephone No: Fax No: In addition to himself, owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.06(2)(b),Florida Statues. (Fill in at Owner's option) Name: Address: Telephone No: Fax No: a - Expiration date of Notice of Commencement(the expiration date is one (1)year from the date of recording unless a different date is specified): C� THIS SPACE FOR RECORDER'S USE ONLY OWNER Signed: ' r Q Wt-6; ate:&'� 4 Before me this day of in the County of Duval,State Of Florida,has personally appeared Notary Public at Large,S e Coun v . My commission expir 0 or �-)a Notary Public Stateglt(f&fL4_JU I tiff Shirley L Graham My Commission FF 086890 pf Expires 02/14/2016 t1 L11; CITY OF ATLANTIC BEACH Building Department - s 800 Seminole Road Atlantic Beach,Florida 32233 { (904)247-5800 PLAN REVIEW COMMENTS Permit Application # j y- v 2- 2 '-7 Property Address: SqI' o Xi, Applicant: Project: /Vi This permit application has been: FILE COPY � Approved r 0 Reviewed and the following items need attention: Please re-submit your application when these items have been completed. Reviewed By: , Date: F-ciX 21 Z let? NI11) Output Page 1 of 1 JAXGIS Property Information FIL Upy mak. 1 $0111 am Ow OWN / E# me f2l nse Tramactio ook-Page ap egal Descriptions ina sh5it E C oneuatio PAC P H cneH choo choc i�tin otic otic ayport 8 17-25-29E Not in of in /q/ or¢onta71505 000 FAB VENTURE LL50000 18 66750215 417 IP OF PT OF ROYAL P S UNIT NA s'in nterpns AT 3 tannin A A A urtace A A A A A ANTIC BEAC OT 10 BLKist33 300' http://maps.coj.net/WEBSITE/DuvalMapsSQL/toolbar.asp 2/20/2014 � o� a b b .-• p �O oo �1 O� Cn A w N �--� Q\ c.n p w N � � � � � � A A d b Y d O ib va vnCD a o E C o y � cmC Q' C1. 't3 w F d .t ° CD \ d Z CL CD � r., � 00 p A 3 o ° Sao -6 .1. Ci o o a CD � CD o P C M d C) r' A (7 CD o ° e t CD (D N °.CD o CD n oCD o cD � O C .a Si U o ° y a. r' � � o CD O °S co R CD morAm a. qhs C o •� � w N � O �o oo .A W N O (71 Ln. _ , ° ' °o CD to Ong CD N " yro KrA CD 0 rA A o � tp r F 1 c � O A e'7 A r• e�T Al O C O r i 0 A A k L E NPY FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: 421SARGO RD Builder Name: Marco Heating&Air Inc Street: 421 SARGO ROAD Permit Office: DUVAL CNTY City,State,Zip: JACKOSNVILLE,FL,32233- Permit Number: Owner: DUSTIN BROWN Jurisdiction: 261000 Design Location: FL,Jacksonville 1. New construction or existing New(From Plans) 9. Wall Types(1856.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a.Frame-Wood,Exterior R=13.0 1536.00 ft' b.Frame-Wood,Adjacent R=13.0 320.00 ft2 3. Number of units,if multiple family 1 c.N/A R= ft' 4. Number of Bedrooms 3 d.N/A R= ft2 10.Ceiling Types (2260.0 sqft.) Insulation Area 5. Is this a worst case? No a.Under Attic(Vented) R=30.0 2260.00 ft' 6. Conditioned floor area above grade(ft2) 2260 b.WA R= ft2 _ ft 2 Conditioned floor area below grade(ft2) 0 11. .N/Aucts R R ft' 7. Wmdows(209.5 sqft.) Description Area a.Sup:Attic,Ret:Attic,AH:WHOLE HOUSE 6 452 a. U-Factor: Dbl,U=0.47 189.50 ft2 SHGC: SHGC=0.23 b. U-Factor: Dbl,U=0.33 20.00 ft2 12.Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.23 a.Central Unit 33.6 SEER:14.00 c. U-Factor: N/A ft2 SHGC: 13.Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a.Electric Heat Pump 33.6 HSPF:8.00 SHGC: Area Weighted Average Overhang Depth: 4.444 ft. Area Weighted Average SHGC: 0.230 14.Hot water systems a.Electric Cap:40 gallons 8. Floor Types (2260.0 sqft.) Insulation Area EF:0.900 a.Slab-On-Grade Edge Insulation R=0.0 2260.00 ft2 b. Conservation features b.WA R= ft' None c.N/A R= ft2 15.Credits Pstat Glass/Floor Area: 0.093 Total Proposed Modified Loads: 32.70 PASS Total Standard Reference Loads: 44.16 I hereby certify that the plans and specifications covered by Review of the plans and O*-It$6 STATF this calculation are in compliance with the Florida Energy specifications covered by this .y Code. calculation indicates compliance �iUm��by1b�1ryD � with the Florida Energy Code. y Deane°tt" 0-1"D� -41-1I.Ming Before construction is completed PREPARED BY:ppCp ami. 1T= eal�ema�*9tw c_-.--1 S DATE: --__ oma_ W1eDZD7 o-3"_5°5W this building will be inspected for a compliance with Section 553.908 * ° I hereby certify that this building, as designed, is in compliance Florida Statutes. ✓,�, ��'� with the Florida Energy Code. COD WE OWNER/AGENT: -_ _ - - BUILDING OFFICIAL: _10�" - DATE: DATE: -- -- -- Z Y - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory-sealed in accordance with 403.2.2.1.1. - Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist i4\ 2/7/2014 10:31 AM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software P gel of 5 PROJECT Title: 421 SARGO RD Bedrooms: 3 Address Type: Street Address Building Type: User Conditioned Area: 2260 Lot# Owner: DUSTIN BROWN Total Stories: 1 Block/SubDivision: #of Units: 1 Worst Case: No PlatBook: Builder Name: Marco Heating&Air Inc Rotate Angle: 90 Street: 421 SARGO ROAD Permit Office: DUVAL CNTY Cross Ventilation: No County: Duval Jurisdiction: 261000 Whole House Fan: No City,State,Zip: JACKOSNVILLE, Family Type: Single-family FL, 32233- New/Existing: New(From Plans) Comment: CLIMATE V/ IECC Design Temp Int Design Temp Heating Design Daily Temp 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 Entire House 2260 18080 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 WHOLE HOUSE 2260 18080 Yes 4 3 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab-On-Grade Edge Insulatio WHOLE HOUSE 192 ft 0 2260 f12 0 0 1 ROOF / Roof Gable Roof Solar SA Emilt Emilt Deck Pitch V # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Hip Composition shingles 2528 ft' 0 ft Medium 0.9 No 0.9 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Full attic Vented 300 226011: N N CEILING # Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic(Vented) WHOLE HOUSE 30 2260 ft' 0.1 Wood 2/7/2014 10:31 AM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 5 WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below . -_Omt To - Wall Type -_-_ Spa �VaIUP Ff -- In Ft - In Area -_ 13-Vah,a_Fraction....Ahsor r'rad a° _ 1 N=>E Exterior Frame-Wood WHOLE HOU 13 58 0 8 0 464.0 ft2 0 0.25 0.8 0 _ 2 E=>S Exterior Frame-Wood WHOLE HOU 13 40 0 8 0 320.0 111:2 0 0.25 0.8 0 _3 S=>W Exterior Frame-Wood WHOLE HOU 13 36 0 8 0 288.0 ft' 0 0.25 0.8 0 _4 W=>N Exterior Frame-Wood WHOLE HOU 13 58 0 8 0 464.0 ft2 0 0.25 0.8 0 _ 5 E=>S Garage Frame-Wood WHOLE HOU 13 18 0 8 0 144.0 ft2 0 0.25 0.8 0 _6 S=>W Garage Frame-Wood WHOLE HOU 13 22 0 8 0 176.0 ft' 0 0.25 0.8 0 DOORS # Ornt Door Type Space Stones U-Value Width Height Area Ft In Ft In 1 S=>W Insulated WHOLE HOU None .39 3 7 21 ft2 2 S=>W Insulated WHOLE HOU None .39 3 7 21 ft2 WINDOWS Orientation shown is the entered orientation => changed to As Built rotated 90 degrees). Wall Overhang # Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N=>E 1 Vinyl low-E Double Yes 0.47 0.23 40.0 ft2 2 ft 0 in 2 ft 0 in None Exterior 5 2 N=>E 1 Vinyl Low-E Double Yes 0.33 0.23 20.0 ft2 2 ft 0 in 2 ft 0 in None Exterior 5 3 N=>E 1 Vinyl Low-E Double Yes 0.47 0.23 13.5 ft2 2 ft 0 in 2 ft 0 in None Exterior 5 4 E=>S 2 Vinyl Low-E Double Yes 0.47 0.23 6.0 f12 2 ft 0 in 2 ft 0 in None Exterior 5 5 S=>W 3 Vinyl Low-E Double Yes 0.47 0.23 64.0 ft2 10 ft 0 in 2 ft 0 in None Exterior 5 6 W=>N 4 Vinyl Low-E Double Yes 0.47 0.23 6.0 ft2 2 it 0 in 2 ft 0 in None Exterior 5 7 W-->N 4 Vinyl Low-E Double Yes 0.47 0.23 60.0 ft2 2 ft 0 in 2 ft 0 in None Exterior 5 GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg.Wall Height Exposed Wall Insulation - 1 484 ft2 484 ft' _ 47 ft - - - 8 ft 1 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Best Guess .0005 2964 162.72 306.02 .385 9.8363 HEATING SYSTEM # System Type Subtype Efficiency CapacityBlock Ducts 1 Electric Heat Pump Split HSPF:8 33.6 kBtu/hr 1 sys#1 2/7/2014 10:31 AM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 5 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER:14 33.6 kBtu/hr dm 0.7 1 sys#1 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.9 40 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model# Collector Model# Area Volume FEF None None ft2 DUCTS —Supply— ----Return---- Air CFM 25 CFM25 HVAC# # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 452 ftz Attic 113 ftDefault Leakage WHOLE H (Default) (Default) 1 1 TEMPERATURES Programable Thermostat:Y Ceiling Fans: Conlin Jan Feb WMar ( r Ma X Jun JXJ Jul X AuW Oct Nov Dec Heating f X Jan XFeb Mar AMay Jun Jul Aug SSOct ep Oct X Nov NovX Dec Dec Venting [ Jan [ ]Feb Mar Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling(WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling(WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating(WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating(WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 2/7/2014 10:31 AM EnergyGauge@ USA-FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 5 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: 421 SARGO ROAD PERMIT#: JACKOSNVILLE, FL, 32233- 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 i (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 loss 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. 2/7/2014 10:31 AM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 5 of 5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 74 The lower the EnergyPerformance Index, the more efficient the home. 421 SARGO ROAD, JACKOSNVILLE, FL, 32233- 1. 2233-1. 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=13.0 1536.00 ft2 b. Frame-Wood,Adjacent R=13.0 320.00 ft2 3. Number of units,if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 3 d.N/A R= ft2 10.Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic(Vented) R=30.0 2260.00 ft2 6. Conditioned floor area(ft2) 2260 b. N/A R= ft2 c.N/A R= ft2 7. Windows- Description Area 11. Ducts R ft2 a. U-Factor: Dbl,U=0.47 189.50 ft2 a.Sup:Attic, Ret:Attic,AH:WHOLE HOUSE 6 452 SHGC: SHGC=0.23 b. U-Factor: Dbl,U=0.33 20.00 ft2 SHGC: SHGC=0.23 12.Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft2 a.Central Unit 33.6 SEER:14.00 SHGC: d. U-Factor: N/A ft2 13. Heating systems kBtu/hr Efficiency SHGC: a.Electric Heat Pump 33.6 HSPF:8.00 Area Weighted Average Overhang Depth: 4.444 ft. Area Weighted Average SHGC: 0.230 8. Floor Types Insulation Area 14. Hot water systems Cap:40 gallons a.Slab-On-Grade Edge Insulation R=0.0 2260.00 ft2 a. Electric EF:0.9 b.N/A R= ft2 b. Conservation features c. N/A R= ft2 None 15.Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building �T14E STq� Construction through the above energy saving features which will be installed (or exceeded) 1%,O �, _ ; p in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home: City/FL Zip: *l4-001)WE *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at(321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software TABLE 402.4.2 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: 421 SARGO RD Builder Name: Marco Heating&Air Inc Street: 421 SARGO ROAD Permit Office: DUVAL CNTY City,State,Zip: JACKOSNVILLE,FL,32233- Permit Number: Owner: DUSTIN BROWN Jurisdiction: 261000 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 Building Analysis Job: 421 SARGO ROAD u + - wrightsoft g y Date: FEB 7,2014 Entire House By: Marco Heating &Air Inc Plan: 2260 SQ FT 720 Mill Creek Rd,Jacksonville,FL 32211 Phone:904-743-3350 Fax:904743-4427 Project • • For: 421 SARGO ROAD, DUSTIN BROWN 421 SARGO ROAD,ATLANTIC BEACH, FL 32233 Design Conditions Location: Indoor: Heating Cooling Jacksonville Intl AP, FL, US Indoor temperature(°F) 70 75 Elevation: 33 ft Design TD(°F) 38 18 Latitude: 30'N Relative humidity(%) 30 50 Outdoor: Heating Cooling Moisture difference(gr/Ib) 11.0 51.2 Dry bulb(°F) 33 93 Infiltration: Daily range(°F) - 18 ( M ) Method Simplified Wet bulb(°F) - 77 Construction quality Average Wind speed(mph) 15.0 7.5 Fireplaces 0 Component Btuh/ft2 Btuh %of load Walls 3.4 5487 17.7 Glazing 17.4 3951 12.7 Doors 14.6 307 1.0 Ceilings 1.2 2712 8.7 Floors 3.8 8496 27.4 Infiltration 2.6 3973 12.8 Ducts 6074 19.6 Piping 0 0 C Humidification 0 0 Ventilation 0 0 Adjustments 0 Total 31000 100.0 Component Btuh/ft2 Btuh %of load Walls 2.1 3399 13.5 Wans rt-Gam Glazing 17.5 3977 15.8 Doors 11.8 247 1.0 Ceilings 1.7 3884 15.4 Floors 0 0 0 G'az np Infiltration 0.6 938 3.7 Ducts 8416 33.4 Ventilation 0 0 xne Internal gains 4320 17.2 �,,oacts Blower 0 0 Adjustments 0 tea . Total 25180 100.0n Latent Cooling Load=4459 Btuh Overall U-\value=0.088 Btuh/ftZ--'F Data entries checked. 2014-Feb-07 10:29:17 t + Wr'ightsoft Right-Suite®Universal 2013 13.0.08 RSU17889 Page 1 /�� ...Y SHEETS\MISC BUILDERS\SARGO HOUSE\SARGO RD.rup Calc=MA Front Door faces: W ro ect Summa Job: 421 SARGO ROAD P +� wrightsoft Summary Date: FEB 7,2014 Entire House By: Marco Heating &Air Inc Plan: 2260 SQ FT 720 Mill Creek Rd,Jacksonville,FL 32211 Phone:904743-3350 Fax:904743-4427 Project • • For: 421 SARGO ROAD, DUSTIN BROWN 421 SARGO ROAD,ATLANTIC BEACH, FL 32233 Notes: Design Information Weather: Jacksonville Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 33 °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 51 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 24926 Btuh Structure 16764 Btuh Ducts 6074 Btuh Ducts 8416 Btuh Central vent(0 cfm) 0 Btuh Central vent(0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 31000 Btuh Use manufacturer's data n Rate/swing multiplier 0.98 Infiltration Equipment sensible load 24601 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 2475 Btuh Ducts 1984 Btuh Heating Cooling Central vent(0 cfm) 0 Btuh Area(ft2) 2260 2260 Equipment latent load 4459 Btuh Volume(f3) 18080 18080 Air changes/hour 0.32 0.16 Equipment total load 29060 Btuh Equiv.AVF(cfm) 96 48 Req.total capacity at 0.70 SHR 2.9 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade CARRIER Trade CARRIER Model CH14NA036"""A Cond CH14NA036*** A AHRI ref 6803064 Coil FB4CNP036 AHRI ref 6803064 Efficiency 8 HSPF Efficiency 11.7 EER, 14 SEER Heating Input Sensible cooling 23520 Btuh Heating output 34000 Btuh @ 47°F Latent cooling 10080 Btuh Temperature rise 28 °F Total cooling 33600 Btuh Actual air flow 1120 cfm Actual air flow 1120 cfm Air flow factor 0.036 cfm/Btuh Air flow factor 0.044 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.85 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2014-Feb-07 10:29:17 WrighliSOfC Right-Suitee Universal 2013 13.0.08 RSU17889 Page 1 ...Y SHEETS\MISC BUILDERS\SARGO HOUSE\SARGO RD.rup Calc=MJ8 Front Door faces: W +}+ wrightsoft Right-J® Worksheet Job: 421 SARGO ROAD Entire House Date: FEB 7,2014 B : Marco Heating & Air Inc Fan: 2260 SQ FT 720 Mill Creek Rd,Jacksonville,FL 32211 Phone:904-743-3350 Fax:904-743-4427 1 Room name Entire House WHOLE HOUSE 2 Exposed wall 192.0 ft 192.0 ft 3 Room height 8.0 ft 8.0 ft heat/cool 4 Room dimensions 1.0 x 2260.0 ft 5 Room area 2260.0 f t' 2260.0 f t' Ty Construction U-value Or I HTM I Area (f t') I Load I Area (f t') I Load number (Btuh/ft2-°F (Btuh/ft') or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat I Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Vr12C-Osw 0.091 n 3.41 2.291 320 314 1072 720 320 314 1072 720 --G 4A5-2ov 0.470 n 17.63 11.78 6 0 106 71 6 0 106 71 12C-Osw 0.091 a 3.41 2.29 288 186 636 428 288 186 636 428 4A5-2ov 0.470 e 17.63 27.34 32 0 563 874 32 0 563 874 11 4A5-2ov 0.470 a 17.63 11.78 49 49 857 572 49 49 857 572 11DO 0.390 a 14.62 11.78 21 21 307 247 21 21 307247 12C-Osw 0.091 s 3.41 2.29 464 398 1358 913 464 398 1358 913 4A5-2ov 0.470 s 17.63 11.78 6 6106 71 6 6 106 71 4A5-2ov 0.470 s 17.63 11.78 60 60 1058 707 60 60 1058 707 12C-Osw 0.091 w 3.41 2.29 464 389 1329 893 464 389 1329 893 10D-v 0.470 w 17.63 1914. 41 0 719 781 41 0 719 781 4A5-2ov 0.330 w 12.38 25.11 10 0 124 251 10 0 124 251 4A5-2ov 0.470 w 17.63 27.34 14 0 243 377 14 0 243 377 4A5-2ov 0.470 w 17.63 27.34 10 0 176 273 10 0 176 273 P 12C-Osw 0.091 3.41 1.39 320 320 1092 446 320 320 1092 446 C 16B-30ad 0.032 - 1.20 1.72 2260 2260 2712 3884 2260 2260 2712 3884 F 22A-cpm 1.180 I 44.25 0.00 2260 192 8496 0 2260 192 8496 0 I 61 c)AED excursion 01 1 0 Envelope loss/gain 20953 11507 1 20953 11507 12 a) Infiltration 3973 938 3973 938 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 4 920 4 1 920 Appliances/other 1 3400 3400 Subtotal(lines 6 to 13) 24926 16764 249261 16764 Less external load 0 0 0 01 Less transfer I 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 24926 16764 24926 16764 15 Duct loads 24% 50% 6074 8416 24%1 50% 6074 8416 1 Total room load I 1 310001 251801 1 1 310001 25180 Air required(cfm) ` 1120 1120 1120 1120 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 41- wrightsoft 2014-Feb-0710:29:1 _ Right-Suite®Universal 2013 13.0.08 RSU17889 1 Page 1 "L`P' ...Y SHEETS\MISC BUILDERS\SARGO HOUSE\SARGO RD.rup Calc=MJ8 Front Door faces: W ml gun tR SRR=un =-�� ■ ; � s dig HAP � t �R1CxR Z�? fit fill tu I, 12 13 ♦ O z ? F '`ski ?'t LU Z o ca u y•� �,oyy�° ov W Oj, x p y m Specification Sheet CertainTeed SAINT-GOBAIN Ultra%Duct'" Black Duct Board ; '' I i'Rt ti)t:C 1 N "if Sizes: Standard available sizes as noted CertainTeed Ultra*Duct Black Duct Board in the table below.Contact CertainTeed for availability and minimum order quantities. >. �11�t1AC](:RFR 4. fECHNICAI DATACertainTeed Corporation P.O. Box 860 Applicable Standards: Valley Forge, PA 19482-0105 • Model Building Codes: Phone: 610-341-7000 -ICC 800-233-8990 . ,Material Standards: UL 181 Fax: 610-341-7571 -Class 1 Rigid Air Duct Website:www.certainteed.com/insulation . Fire Safety Standards: I. PROI)t(1 DESCRIPTIO)\ -NFPA 90A, NFPA 906 f Y94 Basic Use: Ultra*Duct Black Duct Board Fire Resistance: z is a rigid board designed for fabrication • Surface Burning Characteristics: into supply and return air HVAC duct work. UL Max. and ASTM E84 . Air Leakage Class: The product can be used in heating and - ax. and Spread Index: -SMACNA -Max Smoke Developed Indee x:50 Class 6 cooling systems which operate at velocities d Cbtible: up to 5 • Limiteomus ,000 fpm (25.4 m/s), temperatures • Corrosiveness: up to 250°F 121*C)and maximum internal -NFPA 259 -ASTM C665 <3,500 Btu/Ib Pass pressures of±2"(ro product water gauge. ph sisal/Chemical Properties: Benefits:This product is strong, resistant Y • Bacteria Resistance: to mold, bacteria and microbial growth, • Thermal Performance: -ASTM G22 and easy to clean. In addition, Ultra*Duct -See table on other side No Growth Blackp •Acoustical Performance: . Fungi Resistance: absorbrovidesexeellerosstalk,nt equipment _See table on other side -ASTM C138&ASTM G21 absorbs unwanted crosstalk, equipment • Operating Limits: Pass; No Growth and air rush noise and exhibits low air p g Pas; Assurance: CertainTeed's flow resistance. It also meets all applicable -Temperature: ASTM C41 1 Quality fire resistance standards and building code Max. 250°F(121°C) commitment to quality and environmental _ � requirements.The product can be precision Air Velocity: UL 181 management has ensured the registration Max. 5,000 fpm(25.4 rn.$) of the Athens, Chowchilla and Kansas cut using both manual and automatic _pressure City plants to ISO 9001:2000 and ISO cutting equipment. )498 P "we( a Composition and Materials: Composed ±2 14001:2004 standards. -Ambient Temperature ;. INSTALLATION of resin bonded glass fibers with a 150°F(66°C) reinforced foil laminate air barrier/ Nater VSorption: Ultra*Duct Black shall be fabricated and vapor retarder facing applied to the Vapor p outside surface and a fiber glass textile -ASTM C1104 installed in accordance with the NAIMA or mat bonded to the air stream surface. <2%by weight SMACNA Fibrous Glass Duct Construction The air stream surface contains an EPA • 'Vater Vapor Transmission /Facing): Standards and all closure systems shall meet registered anti-microbial agent in order to -ASTM E96, Desicant Method the requirements of UL 181 A.The installed reduce the potential of microbial growth Max.0.02 perms duct system should be purged prior to that may affect this product. The anti- 1.15 x 10"g/Pa•s•m occupancy to remove anv loose material. microbial properties are intended to only protect this product. Limitations: Ultra*Duct Black is not to AVAILABLE SIZES be used under poured concrete slabs or to Thickness width Length No.Boards Per Product Type convey exhaust fumes, solids or corrosive EIIBunE in mm in mm in, mm Carton i Pallet gases. Ducts exposed to the weather must 120 3048 be weather protected and reinforced per 4-_ z, 45 2438 industry standards. Ducts must not be used as �,ertical risers more than two stories in 48 1219 ;ur• -- height. They must not be used adjacent to t j8 __ high-temperature heating coils. Insulation Boo 4 338 should be kept clean and dry during t jpa8 ; shipping,storage and system operation. ACOUSTICAL PERFORMANCE 6. AVAILABILITY AND COST Product Type Absoil ition Coefficients a Octave Band Frequencies(Hz) Manufactured and sold throughout the Thickness �ilC United States and Canada. For availability , 125 E2s0 s00 1000 2000 4000 in. mm and cost, contact your local distributor or 0.04 0.20 0.70 0.98 1.05 1.01 call CertainTeed Sales Support Group in 1 25 0.07 0.22 0.77 1.00 1.03 1.05 0. Valley Forge, PA,at 800-233-8990. 800 lye 38 0.14 0.46 1.02 1.10 1.07 1.05 0.90 'f, tiVARRA -TY 2 51 0.17 0.76 1 1.05 1.02 0.95 0.96 0.95 Refer to CertainTeed's Limited One-year h„und absorpt4,n u.ad in accordance with ASTM C'423 using Type A mounting per ASTM E795. Warranty for Ultra•DUCt Black Duct Board (30-29-047). THERMAL PERFORMA14CE Product K-Value C-Value R-Value 8.MAINTEN.ANCF Thickness w em w An inspection and maintenance program EI Btu-in w Btu in ierrn h•N'''F m•'C h•ft'••F n1r•'c h•fN•'F ! m'•'C for the HVAC system is recommended to ensure optimum performance.Use NAIMA 1 25 o.z3 1.31 4.3 0._6 guidelines for duct cleaning methods and 1 38 0.23 0.033 0.15 0.87 6.5 1.15 procedures. Will 51 1 0.12 0.65 8.7 1.53 q.TECHNlGAI SFRVIC E1 Thermal conductance!O and resistance iRi values are derived from the material thermal conductivity fkf value. Technical assistance Can be obtained Tened in accordance with ASTM C518 arxbor A5TM C177 at 75-F 240C'mean temperature either from the local CertainTeed sales representative, or by calling CertainTeed 1°0 ,♦ Sales Support Group in Valley Forge. PA. se '° at 800-233-8990. +� zo 1(). FILING SYSTEMS _ • Sweet's Catalog Files, 230700/CES 1.0 • CertainTeed Pub. No. 30-36-081 3 1 • Additional product information °S available upon request. t'♦ i r• ax %Q os 4 0.1 0.1 eoe ♦ 0,112 aet ♦ 0A1 al" so /ae 000 s0e .000 2.000 saoo 1owe 00.000 W= wOAow seo.e0e Art O,W,tny ICIm ri 0.0751hT-) This chart is to be used in place of the standard friction loss chart published in the ASHRAE Handbook of Fundamentals.For conversion of round equivalents to rectangular sizes,use Table 2"Equivalent Rectangular Duct D,mens,ons-from;he same reference.Test conducted in accordance with TIMA AHS-152T. ffRE4G al and 1 M' ERGY STAR NAIMA ASK ABOUT OUR OTHER CERTAINTEED PRODUCTS AND SYSTEMS: ROOFING SIDING • TRIM • DECKING • RAILING • FENCE • FOUNDATIONS GYPSUM CEILINGS • INSULATION • PIPE CertainTeed Corporation Professional: 800-233-8990 CertainTeed P O. Box 860 Consumer. 800-782-8777 yuN7.GoiBAIN Valley Forge, PA 19482 wwyy.certainteed.com/Insulation Cone`+0 30-34-029. c 1011 Certain reed Cornorat,or Duct Systems Flexible 25' Insulated: adc'> UL 181 �r atco. Torking Together. \�+? Class 1 Air Duct Doing 1t Kight. .�� ..M. UPC #030 UPC #036 UPC #031 • All thermal performance(R-Values)are classified by Underwriters Laboratories in accordance with ADC Flexible Duct Performance and Installation Standard(1991)using ASTM C-518(1991),at installed wall thickness,on flat insulation only Description ATCO#030. 036 and 031 are UL 181,Class 1 Air Ducts and are manufactured with a tri-directional fiberglass scrim reinforced met- allized polyester outer jacket.The inner core of all three products is air-tight and designed for low-to-medium operating pressures in HVAC systems ATCO#036 and 031 have increased insulation for superior thermal performance. Construction A double lamination of tough polyester which encapsulates a steel wire helix forms the air-tight inner core of the ATCO#030 036. and 031.The double-layer core of each product is wrapped in multiple thicknesses of fiberglass insulation. All three products are sheathed in a rugged and durable tri-directionally reinforced.metallized polyester jacket. Air-tight Inner Core-Energy efficient/No fiberglass erosion into air stream Encapsulated Wire Helix-No unraveling when cut to length/Quick installation Smooth Inner Core-Low friction loss/Low operating cost. Thick Blanket of Fiberglass Insulation-Energy efficient I Excellent thermal characteristics Tough Reinforced Metallized Polyester Jacket-Tear and puncture resistant/Low maintenance. Lightweight Compact Carton-Reduces warehouse and Jobsite handling cost. .FIVMMOWWNR . ATCO#030.036, and 031 are designed for indoor use as a supply and return air duct in residential and commercial low-to-medium pressure heating and air conditioning systems.All three models can be used as a complete air duct system and/or a branch duct connecting to mixing boxes.diffusers.light troffers. room inlets,or other terminal devices. UL 181,NFPA 90A&90B IMC. IRC UMC 10-1. HUD 515-2.1 (b).Cities of Chicago. New York, San Francisco,County of Dade(Florida).California State Fire Marshal ATCO recommends that you check with the local code body having jurisdiction in your area to determine applicable codes PRODUCT & PERFORMANCE DATA k*2 Air Friction Chart AIR FLOW"SCFM"* PRODUCT DATA • Length:25'.50'(Other lengths available as special order) '. ', '. 1 4. - Diameter:3".4'.5',6".7".8",9", 10', 12", 14",16 18 20 22" - Vapor Barrier Tri-directional.scrim reinforced metallized polyester - End Treatment 25'.50'-plain ends LLM2- LL - Packaging 1 piece per carton 2g . INSTALLATION Air duct connections and joints shall be made per installation instructions outlined by ATCO Rubber Products. Inc and as required by the UL 181 listing procedure. (Installation instructions are included inside each carton.i 2-r It STRAIGHT RUN FD 72-R1 Test Code of the Air Diffusion Council Friction loss is com- puted in inches of water gauge per 100 ft,of duct By using CFM or FPM values for a given duct dimension,the friction loss can be determined Conversion of CFM to FPM also can be made Pressure Drop(in.w.g.per 100 ft-) A PERFORMANCE DATA A28�,' UPC #030 UPC #036 UPC #031 R-Value 4.2 R-Value 6.0 R-Value 8.0 • Rated Positive Pressure: 10"w.g per UL-181(UL Listed pressure)rat- - Vapor Transmission 05 perms ings are determined in straight lengths @ ambient termperatures I - Maximum Operating Temperatures. • Recommended Operating Pressures (Determined in a 90'bend at el- -20'F to 140°F Continuous(@ maximum pressure) evated temperatures in accordance with ADC FID 72-R1 Test Code) -20°F to 180°F Continuous(@ 2"pos w.g max) Maximum Positive -20°F to 250'F Intermittent(@ 112"pos w g.max 6"w.g.-4"thru 12'Dia * Flame Spread:25 max 4"w.g.-14"thru 20'Dia Smoke Developed:50 max (With factory installed metal collars,2"w.g.-all diameters) Maximum Negative 374"w.g -all diameters Maximum Velocity 5.000 FPM Warranty-ATCO warrants that all flexible ducts will be free from defects in material and workmanship for a period of five years from the date of pur- chase only if the ducts are installed in accordance with ATCO's installation instructions and under conditions specified in ATCO's performance data The buyer's exclusive remedies for any defect in the flexible ducts shall be replacement or refund of the purchase price at ATCO's option ATCO MAKES NO OTHER WARRANTIES,EXPRESS,IMPLIED,STATUTORY OR OTHERWISE,IN PARTICULAR,ATCO MAKES NO WARRANTY OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR PURPOSE,ATCO SHALL HAVE NO LIABILITY TO THE BUYER OR ANY THIRD PARTY FOR INCIDENTAL OR CONSEQUENTIAL DAMAGES OF ANY KIND WHATSOEVER,INCLUDING,BUT NOT LIMITED TO,PERSONAL INJURY PROPERTY DAMAGE.LOST PROFITS OR OTHER ECONOMIC INJURY DUE TO ANY DEFECT IN THE FLEXIBLE DUCTS MATERIALS AND SPECIFICATIONS FOR THE FLEXIBLE DUCTS ARE SUBJECT TO CHANGE WITHOUT NOTICE Manufacturing &Shipping Locations ATCO RUBBER PRODUCTS, INC. CORPORATE HEADQUARTERS 7101 ATCO DRIVE FORT WORTH, TEXAS 76118-7098 :.low PHONE:(817)595-2894 1-800—USS-DUCT(1-800-877-3828) Albuquerque.NM-Baltimore,MD-Cartersville,GA-Fort Worth,TX FAX: 1-800-366-3539 TELEX: 758-510 Greensboro,NC-Houston.TX-Indianapolis,IN-Phoenix,AZ Plainville.GA"Plant City.FL-Riverside,CA-Wiggins,MS www.atcoflex.com Sacramento,CA-Springdale,AR-Vineland,NJ FX4D 'A il Comfortm Series Fan • • Sizes • thru • turn to the experts o Product Data AIR HANDLER TECHNOLOGY AT ITS FINEST The FX4D fan coils combine the proven technology of Carver fan coil units with Puron®, the environmentally sound refrigerant. These fan coils are loaded with popular features.Factory-installed, refrigerant-specific thermostatic expansion valves (TXV) are standard with these fan coil designs.The designs feature contoured condensate pans with rugged,drain connections,ensuring that little water is left in the unit at the end of the cooling duty cycle.The lack of standing condensate and corrosion free pans improves IAQ and product life,features homeowners appreciate. Standard features include grooved copper tubing and louvered aluminum fins.The large face areas of the refrigerant coils provide superior efficiency for high SEER and HSPF performance. Coil circuiting has also been updated to make the most of all Carrier heat pumps and air conditioners.Also units come with solid state fan controls, 1-in (25mm) thick insulation with R-value of 4.2, multi-speed motors, and fully-wettable coils. Units can accommodate factory- and/or field-installed heaters from 3 to 30 M It also should be noted that the unique cabinet design of these fan © coils meet new stringent regulations for cabinet air leakage - a requirement of 2%cabinet leakage rate when tested at 1.0 inches of static pressure. The FX413 fan coil is the Puron®refrigeration design loaded with popular features. It comes in a pre-painted (taupe metallic) galvanized steel casing and is shipped with a cleanable,permanent framed filter, and a factory-supplied power plug. ArmorCoat- provides a tin plating of the indoor coil's copper hairpins. This creates a barrier between the corrosion-causing elements and the coil. These fan coils utilize the latest in electronic commutation motor(ECM)technology through the use of high efficiency,X13, blower motors. O ' s. A10009 PERFORMANCE DATA AIRFLOW PERFORMANCE(CFM) MODEL& BLOWER 0.10 0.20 0.30 0.40 0.50 0.60 SIZE SPEED Tap 5 776 745 696 660 609 572 Tap 4 683 644 589 548 494 461 FUD 019 Tap 3 683 644 589 548 494 461 Tap 2 831 563 500 j17 409 361 Tap 1 625 524 457 367 319 Tap 5 956 920 891 816 780 Tap 4 825 795 757 674 634 FX4D 025 Tap 3 825795 757 674 634 Tap 2 726 695 635 543 509 Tap 1 631 563 500 443 409 361 Tap 5 1189 1151 1104 1050 1003 959 Tap 4 1041 998 944 886 837 772 FX4D 031 Tap 3 1041 998 944 886 837 772 Tap 2 924 876 1 817 752 704 660 Tap 1 779 693 628 571 526 476 Tap 5 1363 1332 1294 1253 1207 1157 Tap 4 1237 1206 1160 1121 1070 1013 FX40 037 Tap 3 1237 1206 1160 1121 1070 1013 Tap 2 1095 1058 1007 951 888 824 Tap 1 1014 885 773 673 609 549 Tap 5 1519 1490 1454 1419 1379 1332 Tap 4 1437 1403 1366 1333 1294 1245 FX4D 043 Tap 3 1437 1403 1366 1333 1294 1245 Tap 2 1257 1226 1191 1141 1090 1033 Tap 1237 1206 1160 1121 1070 1013 Tap 5 1757 1725 1693 1653 1614 1576 Tap 4 1664 1626 1593 1552 1517 1477 FX4D 049 Tap 3 1664 1626 1593 1552 1517 1477 Tap 2 1459 1420 1379 1336 1298 1259 Tap 1 1301 1241 1195 1150 1102 1039 Tap 5 2030 1995 1961 1927 1888 1842 Tap 4 1811 1775 1740 1703 1664 1613 FX4D 061 Tap 3 1811 1775 1740 1703 1664 1613 Tap 2 1665 1632 1593 1556 1507 1453 Tap 1 1482 1418 1371 1327 1278 1228 -Airflow outside 450 cf nAon. NOTES: 1. Airflow based upon dry coil at 230v with factory-approved filter and electric heater(2 element heater sizes 018 through 037,3 element heater sizes 043 through 061). 2. Airflow at 208 volts is approximately the same as 230 volts because the X-13 motor is a constant torque motor.The torque doesn't drop off at the speeds the motor operates. 3. To avoid potential for condensate blowing out of drain pan prior to making drain trap: Return static pressure must be less than 0.40 in wc. Horizontal applications of 043-061 sizes must have supply static greater than 0.20 in wc. 4. Airflow above 400 cf n/ton on 049-061 size could result in condensate blowing off coil or splashing out of drain pan. 9 PERFORMANCE DATA(cont) FACTORY-INSTALLED FILTER STATIC PRESSURE DROP(in wc) UNIT SRE CFM FX40 400 600 800 1000 1200 1400 1600 1800 2000 019,025 0.012 0.022 0.048 0.072 - - - - - 031,037,043 - - 0.036 0.051 0.07 0.092 0.12 - - 049,061 - - - - - 1 0.073 0.086 0.105 0.13 ELECTRIC HEATER STATIC PRESSURE DROP(in wc) 019-037 043-061 HEATER EXTERNAL STATIC HEATER EXTERNAL STATIC ELEMENTS kW PRESSURE ELEMENTS KIN PRESSURE CORRECTION CORRECTION 0 0 +.02 0 0 +.04 1 3,5 +.01 2 8,10 +.02 2 8,10 0 1 3 9,15 0 3 9,15 -.02 1 4 20 -.02 4 20 -.04 1 B 1 18,24,30 1 -.10 The airflow performance data was developed using fan coils with 10-kW electric heaters(2 elements)in the 019 through 037 size units and 15-kW heaters(3 elements)in the 043through 061 size units.For fan coils with heaters of a different number of elements,the external available static at a given CFM from the curve may be corrected by adding or subtracting available external static pressure as indicated above. ACCESSORY ELECTRIC HEATERS HEATER kW @ VOLTS/ STAGES(kW INTERNAL FAN COIL SIZE HEATING CAP.** PART NO. 240V PH OPERATING) CIRCUIT USED WITH @ 230V PROTECTION KFCEHO401 NO3 3 230/1 3 None 018-024 9,400 KFCEHO501N05 5 230/1 5 None 018-060 15,700 KFCEH0801NOB 8 230/1 8 _ None 018-060 25,100 KFCEH0901N10 10 230/1 10 None 018-060 31,400 KFCEH3201 F20 20 230/1 5,20 Fuse$ 030-060 62,800 KFCEH1601315 15 230/3 5,15 None 036-080 47,100 KFCEH2O01318 18 230/3 1 6,12,18 None 042-060 56,500 KFCEH3401 F24 24 230/3* 8,16,24 Fuse 048,000 78,300 KFCEH3501F30 30 230/3* 10,20,30 Fuse 048,060 94,100 KFCEH2401C05 5 230/1 5 Circuit Breaker 018-060 15,700 KFCEH2501COB 8 230/1 8 Circuit Breaker 018-060 25,100 KFCEH2601C10 10 230/1 10 Circuit Breaker 01a-AM 31,400 KFCEH3301 C20 20 230/1 5,20 Circuit Breaker 030-080 62,800 KFCEH2901 N09 9 230/1 t 3,9 None 036-060 28,200 KFCEH3001F15 15 230/1 5,15 Fuse$ 024-060 47,100 KFCEH310IC15 1 15 230/1 5,15 1 Circuit Breaker 024-060 47,100 * Field convertible to 1 phase. t Field convertible to 3 phase. $ Single point wiring kit required for these heaters in Canada- ** Blower Motor heat not included. ESTIMATED SOUND POWER LEVEL WBA) CONDITIONS OCTAVE BAND CENTER FREQUENCY* UNIT SIZE Staft FX ECFMPr ss re 63 125 250 500 1000 2000 4000 019 0.25 64.7 60.7 56.7 53.7 51.7 49.7 45.7 025 0.25 66.0 62.0 58.0 55.0 53.0 51.0 47.0 031 0.25 67.0 63.0 59.0 56.0 54.0 52.0 48.0 037 1200 0.25 67.8 63.8 59.8 56.8 54.8 52.8 48.8 043 1400 0.25 68.4 64.4 60.4 57.4 55.4 53.4 49.4 049 1600 0.25 69.0 65.0 61.0 58.0 56.0 54.0 50.0 061 2000 0.25 70.0 66.0 62.0 59.0 57.0 55.0 51.0 * Estimated sound power levels have been derived using the method described in the 1987 ASH RAE HVAC Systems 8 Applications Handbook,Chapter 52, p.52.7. 12 Base 13 Heat Pump with • o Refrigerant to 5 Nominal • turn to the experts o Product Data INDUSTRY LEADING FEATURES/BENEFITS Efficiency • 13 SEER/10.5-12.5 EER/7.7-8.2 HSPF • Microtube Technology'" refrigeration system • Indoor air quality accessories available Sound • Sound level as low as 72 dBA • Sound levels as low as 72 dBA with accessory sound blanket Comfort • System supports Edges Thermidistat- or standard thermostat controls Reliability • Puron®refrigerant-environmentally sound,won't deplete the ozone layer and low lifetime service cost. • Scroll compressor • Internal pressure relief valve • Internal thermal overload * High pressure switch Peron- • Loss of charge switch • Filter drier • Balanced refrigeration system for maximum reliability Durability WeatherArmor- protection package: • Solid,durable sheet metal construction Carrier heat pumps with Puron®refrigerant provide a collection of • Dense wire coil guard available features unmatched by any other family of equipment.The 25HBC has been designed utilizing Carrier's Puron refrigerant. The (3-phase units come standard with dense wire coil guard) environmentally sound refrigerant allows consumers to make a . Baked-on powder paint responsible decision in the protection of the earth's ozone layer. Applications As an Energy Stare Partner, Carrier Corporation has determined • Lon line-u to 250 feet 76.20 m total equivalent len u that this product meets the Energy Stars guidelines for energy g p ( ) q p efficiency. Refer to the combination ratings in the Product Data for to 200 feet(60.96 m)condenser above evaporator,or up to 80 ft. system combinations that meet Energy Stare guidelines. (24.38 m)evaporator above condenser(See Longline Guide for NOTE: Ratings contained in this document are subject to more information.) change at any time. Always refer to the AHRI directory . Low ambient(down to-20°F/-28.9°C)with accessory kit (www.ahrkHrectoryorg) for the most up-to-date ratings information. TESTED AHRI COMBINATION RATINGS NOTE: Ratings contained in this document are subject to change at any time. For AHRI ratings certificates,please refer to the AHRI directory www.ahridirectory.org Additional ratings and system combinations can be accessed via the Carrier database at:www.MyCarrierRatings.com For performance data at specific application&/or design conditions with various indoor unit combinations,the equipment performance calculator can be accessed at: http•//rpmob wrightsoft.com/ High Temp Low Temp Model Coil Model FModel Cooling EER SEER E HSPF H H COP Number Number Number Capacity Capacity E COP Capacity CH14NA018****A FB4CNP018 17,800 11.5 14.0 17,600 3.72 8.0 10,400 2.40 CH14NA024****A FB4CNP030 22,600 11.5 14.0 21,800 3.60 7.8 13,400 2.42 CH14NA030****A FB4CNP030 30,000 11.5 14.0 29,600 3.58 8.0 18,300 2.44 CH14NA036****A FH4CNP036 33,600 11.7 14.0 34,000 3.74 8.0 20,400 2.42 -CH 14NA 442****A FB4CNP048 41,000 11.5 14.0 38,500 3.74 8.0 23,6001:±2.60 CH14NAo46****A F84CNFoso 3.0 TON 45,500 11.5 14.0 45,000 3.70 8.0 26,602.48 CH74NA060****A FX4DN(B,F)061 58,500 11.5 14.0 55,500 3.68 8.0 35,000 2.62 * AHRI=Air Conditioning,Heating&Refrigeration Institute *Ratings are net values reflecting the effects of circulating fan heat.Supplemental electric heat is not included.Ratings are based on: Cooling Standard:80°F(27°C)db 67°F(19°C)wb indoor entering air temperature and 95°F(35oC)db air entering outdoor unit. High-Temp Heating Standard:70°F(21°C)db indoor entering air temperature and 47*F(8°C)db 43'F(6°C)wb air entering outdoor unit. Low-Temp Heating Standard:70°F(21°C)db indoor entering air temperature and 17oF(-8°C)db 15°F(-9°C)wb air entering outdoor unit. COP-Coefficient of Performance EER-Energy Efficiency Ratio HSPF-Heating Seasonal Performance Factor SEER-Seasonal Energy Efficiency Ratio 13 i W W m m d N N N N m b b b b ► 7E-; z-; e v v v e c v o e N O O b NvW Ill b N O N Cl b b N ^ P W C) N W W d b N W b W W A d; •• N r C) O O W N d m W n Ill b d d •C N W O m A r d Cl m b 0 b N N • d P n N N 4 Ol UD N N N O 0 Cl Cl • b 0 0 IA b A N b m m m N N n A N m y r N N r r N N r N r N N q m y r N N N N r N N N N r N N N N (e� i,O NN WN bN 0N 0N 0N . . . . dN mN N0pp N m C4 n D mD ul 'R OR b CI N N N b d m m b n A N CJ N N m N N N N 0 0 N N IWO m fq Ido m b n b b f0 b y]]]TCCC �'1 l� l� CJ f7 l7 lel a7 N CJ l7 l�J CI l7 CJ f tll /9 PJ l7 l°J PJ l7 f7 lel til Cl CJ (7 l7 f7 Pl p W A W m A n d l0 n d b b W b O y P d Cl O O W N Y] A W O W b N b t'l N Cl N O O m W m (D r C) N b ill W A ID N N • d W b N N N O W d 0 0 O Ill b � • A O A h b C) cV m m P d Cl W W b m y r N N r N r N N r N N N N m y r N N N N r N N N N r N N N N u e 'S o W b A l°l W m n d W n W b a d N of o b b W W W b In W W !O d W N N N Cl N b b O O f (Ol O m m ID d N N l n b V N (V U F N N N N N N yf ar N m m m g W m m m m m W 0 m m V Tt N N N N N N N N N N INVI. lN'l Cl r y� N N N N N N N N N N N N (V N N F P�' Cl Cl N N N N Cl N Cl N C) Cl N Cl N �j U LL O µ LL N n d yW° ppdb Lm y• iN� ObW mmr OCCll m OYI WW OO Nb An fN0 t7 Ill WIt! bb (°Q pv L �• O nN 1� On a mdW Co4 mCl NbO NNO NWm lWIn0 0VA d b O O 0 N b b NN my mr N N N N r N N C) l7 r N N b C) f F O � Rn m d r n N O b N A O b N W b y 6 C Q N m C N W b 0 N N N O m � 0 ■ rf b A A N W O N r P 1� d b b b b ■ r _ W U f N N N N N CJ N N N N CJ N N N N W U f N m N N N N b W N N N N N N F ~ Q a a cs cs Z O P b l0 b b W W W b d C) N Ix A•• b Cl N N W A b IO N d N o a• b b b b b b m b b b b b b b ¢ u T 3 W W W W m W W W W 0 0 0 0 0 w F y� • N N N [V N N lV N N (V N N N N N F l..b y • N N N N N N N N N N Cl Cl C) Cl t'1 Z Z W W ix W b O p d N O O N O m A b b O b oz Ip W b b b Cl b W b W C) N d fD N Z � ; C O N � A A O � P m O W = v im C A I[l b W b A O W m 1� b b N A n • IG O W d b t� O N n A N da A W IO O W N N I� O Ol b C) O IO b N N WQ a r N N N Cl r N N Cl t7 N N N N C) m y N r N N r N N N N r N N N N G P m y Z 2 O O U u I U mm •' • • d 10.1 m 0 Qmi O m V O O p d N O W O fO N A N m m m N(�l m W A N IAD (A�yy V ~ • l'J N N N N fN`l (0�1 N N N � f7 N N N U � m Cdl CJ Cl t7 C) Cl Cl (�l l7 � (7 Cl C) OJ d N O O W A b d Cl N O b n A b S W b b d d N O W W W n b C) N N I N C) Cl Cl C) C) d t 1 l7 N t7 b m m b b tC A A b b m n A A A A �y� nj N N N N N N N N tV N N N N N Fy N N N N N N CV N N N N N N N N z O b o b t7 A A n W b O b d A W b a b tG Q b N d A O P C) d b W N m N N d C) f0 b Ill W m Cl N P t b N Cl n 0 b b A A N d Cl r C) Cl Q X 1 0 m y r N N N N r N N N N r N N N N C In y r N N N N N N N t'l N N N N N Cl u p m u U s a O m N A m m Y W N d7 n m V N i 3 m N m O p N m m m N m m N N tb°l N m tN'J V tb�l 0 m 0 O m m A 0 V, Wp O O O i l0y 0 0 b b l7 Cl ' d V O O O O O N O d N ill O V O 00 y ai N N N N N N r N N N N N N N ao lV N N N N N N r N N N N N N N /1 P W P W A Cl N b N O W N 0 b O b m r N W db m Ill N fD W W C) ��III A L • O YI A l'l N b W O r d Cl r N A d N L ■ f7 O r m d 0 0 Ill 10 W N r W N W U f m n r 0 b b P N N A W W d Cl W O 5 N N N N Cl N N N N N N N N C r N N N N r N N N N r N N N C) b m y n 1� t(Vy Cl F 3 m IWD N IO N b N m l7 d V W O r i N O n O W W b m b N N m a U Yl N O la m 1O l7 O O m A Cl O O U F V N m N V a°Do Cbi cbi cdl e n lb'l lb'l N Q CJ ly N d N W N A M N O } Id W A m L N O n C Cl v m ^ m q N m Cl m N m ^ m Cl v_m ^ G C N _W n D ¢ 11$YY r r r r A N r N A `� N n N A ` N W O n m m m b A b � � Ill A b m b b O A m m m b A b 0 b b A m m m ul a ¢ b p W CL 0a QQ �.y a n a a '� F m W � V e 15 R 9 n 4 R R Q 4 M N N N N N N N N q i N tV tV N N N O O N 0 0 0 o a a s a s a o i o p a n n n o w p ao�l, o m n p o 0 0 oi, g n m N o IS n 6 m 3 R 2 a ■ � b �o o a n b n a a • F n eoi a n i om n e w U n N o 0 0 o N n o U Fq N N N N N N N N N fq N N N N N N �Ny N N rr L op a o 0 o aoi, 'r n o o � a ♦R {� a (y ^ m Ol A A H 001 !1 N N N ^ m tml X m O !1 O n m m V 001 A O N !1 O N N H V N !1 X O m Ml O 001 W O O yO N b O W m L c1 O Q R N R ? 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I , ` I L � I VN I t n I I / I I I / / 3 6' / / �.A ;•.1' 3-..� , P4 3050 5 r. j / I ---------------- I r` / DWrER li I � x �� /�v � D • lA / I i II! � poo+, • 3'h' D / � I I I / vv� II __________� - m Lam^ \ --- -----------1-I-� -- 1 i ce CD o CDCDaZtz ° r, CD CD 8 O � 0-0n CD \C o e b •� � � y � z CD In CD >CD co ¢. o V) h CD cn a PC CD CDo c CD i k cn CD Cal a oCDCDo c (D cyl n p. co CD ¢ CD CD CD ce o C � � m Q.Ll o CD ~O o �:l CD CD En ' d n � � � W N �-' � � oo J � � P w N •� 0 � p � oo J O� c!i � w N !—` b � N �.• O O O ° CD Cp00 CD CD CDERA� O •r7 Q +�40, , O CD .�+ �. i ,ter 6' o ��' o CD ~ ° CD En CD 0 CA •. Cu A- �. ate _ ° CAr CD cn CD O p� ° ' ~� D O °° 0 W• C' �. .� Uq R CD vO d O CD CD co as CD y A ►t t9 k n A A � A� O p O ►+s CD • � r O A S M�,r JULIUS LEE PE. RE: 548513 - SARGO 1109 COASTAL BAY BLVD, BOYNTON BEACH, FL 33435 Site Information: Project Customer: MATHIEU BUILDERS Project Name: 548513 Model: SARGO Lot/Block: Subdivision: SARGO Address: SARGO City: DUVAL CTY State: FLORIDA Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: License#: Address: City: State: General Truss Engineering Criteria&Design Loads(Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.3 Wind Code: ASCE 7-10 Wind Speed: 130 mph Floor Load: N/A psf Roof Load: 42.0 psf This package includes 29 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. This document processed per section 16G15-23.003 of the Florida Board of Professionals Rules In the event of changes from Builder or E.O.R. additional coversheets and drawings may accompany this coversheet.The latest approval dates supersede and replace the previous drawings. No. Seal# Truss Name Date No. Seal# Truss Name ; Date 1 ;17817555_... CJ01 _._._.—.2/12/014 18 117817572_...... 711 _ 2/12/01.41 12 117817556 1 CJ02 !2/112/014 119 117817573 T12 2/12/014 1 3 117817557 !CJ03 2/12/014 120 117817574 1T13 2/12/014 175 .............. _ ___2/12/014 21 ____,17817575_ :714 2/12/014.._f 5 17817559 EJ02_ ..2/12/014 22 _ 17817576 715 X2/12/014 j 16 17817560 HJ01 2/12/014_.23 17817577 716 .2/12/014 7 :17817561_;_HJ02 2/12/014 24 ___ 17817578 717_____._.__._. 2/12/014_1 8.._._.__ 17817562 701 ;_2%12/01.4 25 __ 17817579 T18 _ 12/12/014_1 19 17817563 1T02 12/12/014 26 17817580 T19 2/12/014 110 117817564 1 T03 12/12/014 i27 117817581 T20 12/12/0141 11 1................ - 112 117817566 T05 12/12/014 129 '17817583 722 2/12/014 113 117817567 1 T06 12/12/014 17817568 1 T07 2./.12/014_! 15 117817569. 1708 _. 116 117817570 1 T09 2/12/014 1 117 !1781.7571_._._ 710 ............1.2/12/0.......... _; The truss drawing(s)referenced above have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Builders FirstSource(Jax). J__ 34869 Truss Design Engineers Name: Julius Lee _My license renewal date for the state of Florida is February 28,2015. —NOTE:The seal on these drawings indicate acceptance of = OTE OF professional engineering responsibility solely for the trusscomponents shown. The suitability and use of this component for any particular building is the responsibility of the building ///'ONA�- �`� designer, per ANSI/TPI-1 Chapter 2. //I I }a��i i I%� ary 12,2014 1 of 1 Julius Lee Job Truss Truss Type Qty Pry SARGO 17817555 548513 CJ01 Jack-Open Truss 14 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Feb 12 13:07:16 2014 Page 1 I D:X_QHfJOoU gEaAmrgwVUARDzlvFc-V93JrsIX7rTM C04 VgfawOHCskEbzC25H oaf LArzItE -2-0-0 1-0.O 2-0.0 1-0-0 enb�18Y 2 em r n n e 7 5 'F LOADING(psf) SPACING 2-" CSI DEFL in (loo) Vdefi Ud PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 0.40 Vert(LL) 0.00 7 -999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.08 Vert(TL) 0.00 7 >999 180 BCLL 0.0' Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 Na n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:7 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0.0 oc pur ins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2x4 SP No.3 Mitek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 7=306/0.5-8(min.0.t-8),3=-100/Mechanical,6=-33/Mechanical Max Horz 7=68(LC 12) Max Uplift 7=-174(LC 12),3=-124(LC 2),6=-43(LC 2) Max Gray 7=379(LC 2),3=55(LC 12),6=21(LC 16) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-7=-327/381 V �J . \GENSF' NOTES (7-9) i 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=18fl;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS � (envelope)gable end zone and C-C Extenor(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber 34869 DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. _ N 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. �V 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 174 Ib uplift at joint 7,124 Ib uplift at joint 3 and 43 Ib uplift at STATE OF joint 6. \ 6) Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. FC OR(p P .•• ('„� \ 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the •., v responsibility of the building designer per ANSI TPI 1 as referenced by the building code. � •••'•• _\"\ B)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. //// /O N Ak- \\\\\ 9)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 February 12,2014 7Applicabillty ING Verkfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7493 BEFORE USE. lid fa use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. lity of design paramenters and proper incorporation of component 6 responsibility of building designer-not truss designer.Bracing shown l support of individual web members only.Additional temporary bracing to insure stablity during corutruotion is the goer.Bracinresponsibillitof the Julius Lee PE. dditional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay n,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component rmation available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Boynton Beach,FL 33435 Job Truss Truss Type Qy PyTSARG—O17817556 548513 CJ02 Jads-0pen Truss 14 eference o lona Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Feb 12 13:07:17 2014 Page 1 ID:X_QFtfJOoUgEaAmrgwVUAROzlvFc-zLdh3CJ9u8cDpgMON59Wk1 ex3xVLQOEOuil7JtE -2-0-0 3-0-0 2-0-0 3-0-0 s =s 552 3 aao r 2 rt et t 4 5 yu 0.1-2 LOADING(ps) SPACING 2-0-0 CSI DEFL in (loc) VdefI Lid PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 0.43 Vert(LL) 0.01 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.01 4-5 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.DO Horz(TL) 0.01 3 Na Na BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:13 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0.0 oc purfins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTekrecommends that Stabilizers and required cross bracing be installed d rim truss are in accordance with Stabilizer Installation ouide. REACTIONS (Ib/size) 5=259/0.5-8(min.0-1-8),3=41/Mechanical,4=14/Mechanical Max Horz 5=114(LC 12) Max Uplift5=-122(LC 12),3=-52(LC 12),4=-25(LC 9) Max Grav 5=315(LC 2),3=50(LC 2),4=48(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\\ \JS �+•K //j TOP CHORD 2-5=-280/273 N\' CENSE •'•• •"•- // •. \ ' NOTES (7-9) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.ll;Exp C;Encl.,GCpi=0.18;MWF RS 1 1 (envelope)gable end zone and C-C Exteriog2)zone;porch left and right exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber )c 7 34869 7[ 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. _ ry 3)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-641 tall by 2.0.0 wide will fit between the LL bottom chord and any other members. i 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 122 Ib uplift at joint 5,52 Ib uplift at joint 3 and 25 lb uplift at joint 4. i STATE OF 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •,FL OFt10P ,• •(i\ 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the S •• •.,••••,. \�-+\� responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 9)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 February 12,2014 N WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 fa lateral support of individual web members only.Additional temporary bracing to insure stability during const—tion 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/TP11 Quality Criteria,DSB-89 and SCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onolrio Drive,Madison.WI 53719. .. Job TmssTruss Type Qty Ply SARGO , 17817557 548513 CJ03 Jack-Open Truss 10 1 Job Reference o ions Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MTek Industries,Inc.Wed Feb 12 13:07:182014 Pagel ID:X-QHfJOoUqEaAmrgwVUAROzlvFc-RY83GYKnfSk4RJEty4dO5iHCY2DAgxbZFu8SEkzltEIs i -2-0-0 5-0-0 2-0.0 5.0-0 stye-t03 3 6.00 12 T1 2 Bt 3.0 II 0 D--2 LOADING(psl) SPACING 2-D-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 0.44 Vert(LL) 0.11 4-5 -521 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 SC 0.36 Vert(TL) 0.10 4-5 >582 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) -0.04 3 n/a n/a BCDL 10.0 Code FBC20107rP12007 (Matrix-M) Weight:20 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0.0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2x4 SP No.3 M1Tek recommends that Stabilizers and required cross bracing be installed Burin truss ere ion in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 5=311/0.5-8(min.0.1-8),3=100/Mechanical,4=45/Mechanical Max Horz 5=163(LC 12) Max Uplift5=-131(LC 12),3=-106(LC 12),4=-46(LC 9) Max Grav 5=375(LC 2),3=123(LC 2),4=87(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\```US S"K• / //// TOP CHORD 2-5=-339/304 JV NOTES \GENSF (7-9) i 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;End.,GCpi=0.18;MWFRS 1 1 (envelope)gable end zone and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber )f 7 859 7C DOL=1.60 plate grip DOL=1.60 _ 2)This truss has been designed for a 10.0 psi bottom chord live load nonconcument 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-D-0 wide will fit between the _ LJ� bottom chord and any other members. =T j ...... 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 131 Ib uplift at joint 5,106 Ib uplift at joint 3 and 46 Ib uplift at �.- W joint 4. STATE OF 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •• ••F�O '0 P •, 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the SS,/O N A.,, R••, • responsibility of the building designer per ANSI TPI 1 as referenced by the building code. / \ `V \ 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. / ` 9)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 February 12,2014 WARNING-Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE. Design valid for use only with MTek connectors.This design's 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 fa 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,defvery,erection and bracing.comuh ANSI/TPII 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 Tru�Type�� Ply �S-ARGO548513 EJ01 Jac 17817558 nce o ions Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Feb 12 13:07:19 201Z Page 1 3-s-o Fc-vkkRUuLPQmsx3Tp4Wn8ddwqJfRYIPN2jUYt?MAZItElv Wn8ddwgJfRYI PN2j UYt?MAzltE 7 aD � 2-0-0 3-6-0 3-6-0 see.r:z;.s as aoo 3 T1 a 3 a1 � B 5 i4= 7 y II LOADING(psl) SPACING 2-0-0 CSI DEFL in (roc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 0.68 Vert(LL) 0.33 6-7 >247 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.36 Vert(TL) 0.29 6-7 >283 180 BCLL 0.0' Rep Stress Ina YES WB 0.12 Horz(TL) -0.41 4 Na n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:32 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTnek recommends that in accordance with Stabilizer Installation guide.Stabilizers and required cross bracing be installed Buritruss er 'on REACTIONS (Ib/size) 7=375/0-5-8(min.0-1-8),4=156/Mechanical,5=68/Mechanical Max Horz 7=145(LC 12) Max Uplift7=-109(LC 9),4=-29(LC 12),5=-120(LC 9) Max Grav 7=450(LC 2),4=194(LC 2),5=136(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \`�\ `�\S S•/f //�/ TOP CHORD 2-7=-383/322 BOT CHORD 6-7=-329/104ENS,, WEBS 3-6=-123!389 \ •• '. i NOTES (7_9) ` 1)Wind:ASCE 7-10;Vu@=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.Il;Exp C;End.,GCpi=0.18;MWFRS ! 34869 (envelope)and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 _ 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Tt ...... 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 cashing capacity of 565 psi. i STATE OF 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 109 Ib uplift at joint 7,29 Ib uplift at joint 4 and 120 Ib uplift at •• •F�ORID P •'••�`\ joint 5. \\ 6) Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. ••""'' `N` 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the \i� responsibility of the building designer per ANSI TPI 1 as referenced by the building code. // 0 8)Note:Visualy graded lumber designation SP,represents new lumber design values as per SPI B. , ` 9)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 February 12,2014 WARNING Verify design pammetem and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MITI7473BEFORE USE. Design valid for use only with MTek connectors.This design B based only upon parameters shown,and is for an individual building component. Applicability of design poramenters and proper incorporotion of component B 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's 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 Ba fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T%1 Qu y allly Criteria,DS6-89 and 8CSI1 Building Component Boynton BeaCh,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofio Drive,Madison,WI 53719. Job Truss Fmssype Qly Ply �SARGO� 17817559 548513 EJ02 nial.IT 8 ce o lona Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MTek Industries,Inc.Wed Feb 12 13:07:20 2014 Page 1 ID:X OHfJOoUgEaAmrgwVUAROzlvFc-NwlghEM2B3_ngdOG3VfsA7MY2rue8r4sjCdYJdzltE -aD 5:0-02-0.0 5.0-0 SCW�1:10.3 3 800 h T1 1 s xe II LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Ildeti Ud PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 0.44 Vert(LL) 0.11 4-5 >521 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.36 Vert(TL) 0.10 4-5 >582 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.04 3 Na n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:20 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 cc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.3 MiTrecommends ommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation auide. REACTIONS (Ib/size) 5=311/0-3-8(min.0-1-8),3=100/Mechanical,4=45/Mechanical Max Harz 5=163(LC 12) Max Uplifts=-131(LC 12),3=-106(LC 12),4=-46(LC 9) Max Gray 5=375(LC 2),3=123(LC 2),4=87(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ��\ti\v �.r\• / //// TOP CHORD 2-5=-339/304 \CENSE NOTES (7-9) � 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=188;Cat.II;Exp C;Enri.,GCpi=0.18;MWFRS 1 (envelope)gable end zone and C-C Exterior(2)zone;porch left and right exposed;C-C for members and farces 8 MWFRS for reactions shown;Lumber n 34869 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. ry 3)'This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the _ CC bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. •;�/r,\ STALE�F `i! 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 131 Ib uplift at joint 5,106 Ib uplift at joint 3 and 46 Ib uplift at joint 4. ' \ 6)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ••, FC OR)D I 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the '•.•,••,•. responsibility of the building designer per ANSI TPI 1 as referenced by the building code. // S �-` B)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. ///////I/ //O N A� \\\�\ 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 /(�j( ()) k%\\\\ LOAD CASE(S)Standard r 5 3 1 1 E February 12,2014 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 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 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/71`11 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 Tnrss Type Qty Ply SARGO 548513 HJ01 Diagonal Hip Girder 5 1 7817580 11 Job Reference o ions Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Feb 12 13:07:212014 Page 1 I D:X_Q Hf�U gEaAmrgwV UA ROzlvFc-s7 sC va Mgy N6e I nzSdCA5j Lvi n FA8tE BOxsM6 r3zltE -2-9-15 411{ 2-9-15 9-10.13 411-0 x-10.13 4-11-6 sent.•1 x� a sa F-2 3 m B W1 2 �IBiLi 2 13 d 3.8 II 4-11.6 9-10-0 Plate Offsets X [8:0-4-1.0-1-81 4.11-6 4-10-10 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 0.51 Vert(LL) 0.13 6-7 >926 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.16 6-7 >744 180 BCLL 0.0 Rep Stress Ina NO WE 0.27 Horz(TQ -0.05 4 Na Na BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight:45 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-9-8 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed tlurin truss erection in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 8=447/0-7-12 (min.0-1-8),4=159/Mechanical,5=240/Mechanical Max Horz 8=236(LC 4) Max Uplift8=-453(LC 4),4=-157(LC 4),5=-279(LC 5) \\, Max Grav 8=551(LC 2),4=195(LC 2),5=282(LC 3) \ FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. .••• •• ` TOPCHORD 2-8=-508/404,2-9=-528/431,9-10=-526/442,3-10=-471/433 \ �J•.• �CEN$F'•.�,[\�� BOT CHORD 8-12=495/449,12-13=-495/449,7-13=-495/449,7-14=495/449,6-14=-495/449 \� WEBS 37=-137/277,3-6=496/547 1 NOTES (9-11) / 34869 1)Wind:ASCE 7-10;Vuh=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.Il;Exp C;End.,GCpi=0.18;MWFRS -� (envelope)gable end zone;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurmnt with any other live loads. 3)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. i STATE OF •_�\ 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 453 Ib uplift at joint 8,157 It,uplift at joint 4 and 279 It,uplift '• •Ft ,•'�� \ at joint 5. to \� 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. S '''•''• \ Hanger(s 113 lb up at 1 7)113 lb up)atr other 1-5-12, nlb down and53 1b up to 14311,1providedlb dffcient to own and 53 Pb up at 43-port 11l and 59ed (s)28 lb down lb down and 106dIt,up t 1-10,and 598b doIb wn //" �O N1A�� \ 106 Ib up at 7-1-10 on top chord,and 8 Ib down and 52 Ib up at 1-5-12,8 Ib down and 52 Its up at 1-5-12,8 Ib down and 46 Ib up at 4-311,8l down and 46 Ib up at 4-311,and 47 It,down and 66 Ib up at 7-1-10,and 47 Ib down and 66 Ib up at 7-1-10 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 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 SP,represents new lumber design values as per SPIE. 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 1)Regular.Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pill) Vert 1-2=-51,24=-52,5-8=20 Cont nued on page 2 February 12,2014 Ack WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEI{REFERENCE PAGE W17473BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is far an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is far lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erecta.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 BCS11 Building Component Baynton BeaCh,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719. Job Truss Truss Type Ory Ply SARGO 17817560 548513 HJ01 Diagonal Hip Girder 5 1 Job Reference o ions Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MTek Intlustries,Inc.VVetl Feb 12 13:07:212014 Page 2 ID:X OHfJOoUgEaAmrgwVUAROzlvFc-s7sCvaMgyN6elnzSdCA5jLvinFA8tEBOxsM6r8zItE LOAD CASE(S)Standard Concentrated Loads(Ib) Vert:9=78(F=39,B=39)10=22(F=11,B=11)11=-97(F=-48,B=48)12=42(F=21,B=21)13=8(F=4,B=4)14=-50(F=-25,B=-25) WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is far lateral support of individual web members only.Additional temporary bracing to insure stability during construction B the resporuibillity 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/TP11 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 Qty Ply SARGO 17817581 548513 HJ02 Diagonal Hip Girder 2 1 Job Referenceo bra Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MTek Industries,Inc.Wed Feb 12 13:0722 2014 Page 1 ID:X_QFtfJOoUgEaAmrgwVUAROzlvFc-KJQa6vN IjhEVwxXfBwhKFYSpefc2ckY9AV6fNVzItE 76742955 all sup.=rxia m ad 424 12TI 6 8 2 NR r 12 6 6 2Rd II 6xd= 6 ars II 3-67 7-0-14 _ 3-67 3-67 Plate Offsets X [8:0-3-8.0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/de8 Lid PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 0.76 Vert(LL) 0.04 6-7 -999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.04 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.07 Horz(TL) -0.02 4 Na Na BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:34 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTekrecommends that Stabilizers and required cross bracing be installed duan truss erection in accordance with Stabilizer Installation auide. REACTIONS (Ib/size) 8=327/0-4-15 (min.0-1-8),4=91/Mechanical,5=79/Mechanical Max Horz 8=187(LC 4) Max Uplift8=-336(LC 4),4=-90(LC 4),5=-128(LC 5) \ / Max Grav 8=412(LC 2),4=111(LC 2),5=125(LC 3) \\\\ _ `C S•/j /// V.7 7\• / FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. J�• GEN •'<� //� TOP CHORD 2-8=-364289 \ S� .•� NOTES (9-11) ` 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cal.ll;Exp C;End.,GCpi=0.18;MWFRS \ , 34869 •• (envelope)gable end zone;porch left and right exposed;Lumber DOL=1.60plate grip DOL=1.60 _ 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the .�{� LL bottom chord and any other members. N 4)All bearings are assumed to be SP N0.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 336 Ib uplift at joint 8,90 Ib uplift at joint 4 and 128 Ib uplift at . STATE OF joint 5. \ 6) Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •• F Q. ••••Pw� 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)28 Ib down and 113 Ib up at 1-5-12,28 Ib down and S1 '•. ORID v \ 113 Ib up at 1-512,and 1 Ib down and 53 Ib up at 4-3-11,and 1 Ib down and 53 Ib up at 4-3-11 on to chord,and 8 Ib down and 52 Ib up al 1-5-12,8 %S,/ \ It,down and 52 lb such connection upiceat 1-5-12,and 8 lb down and(s)s the responsibility of 46 lb up at 4-3-11,and 8 Ib down and 46 Ib up at 4-3-11 on bottom chord. The design/selection of //` O N(A_ `\ \\ 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 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 SP,represents new lumber design values as per SPIE. 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 1)Regular.Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-2=-51,2-4=-51,5-8=-20 Concentrated Loads(lb) Vert:9=78(F=39,B=39)10=22(F=11,B=11)11=42(F=21,B=21)12=8(F=4,B=4) February 12,2014 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AHI 7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is far 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 JUIIUS 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,consuh ANSI/T%1 Quality Cdteda,DSS-89 and BCSII Building Component Baynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type 1111Y Ply SARGO 17817582 548513 Tot Hip Truss 1 1 Job Reference o ions Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Feb 12 13:0724 2014 Page 1 ID:X_OHfJOoUgEaAmrgwVUAROzlvFc-GIYKXbPYFIUD9Eh 1 I Ljc,KzXABSB54SUSdpbnrSOzltE 3-7-12 7-0.0 12-9-15 18.8-1 44-0 27-8-4 314-0 2-0-0 3-7-12 3-4-4 5-9-15 5-8-3 5.9-15 34-4 3 2-0.0 srse•1:se.z 46 3.e as= 4II )3= e ) e.m 1z N4 c N4 4 1. 3 n z 12 Is b 18 34 1) 35 18 38 15 37 3B 14 OM 3v8— ?W II Sv10 MTxN1 V.e= trB_ 344= tra II 7-0.0 12-9-1s 18-6-1 24.4-0 31-4-0 7-0.0 5.9.15 5-8-3 5-9-15 7-0-0 Plate Offsets X Y: :0413 0.0.1 :0.2-8 Ede 9:0-5.4 0-2-0 12:0-4-13 0-0.1 LOADING(psl) SPACING 2-0-0 CSI DEFL in (loc) lldefi Ud PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 0.69 Vert(LL) 0.38 15-17 >998 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.63 15-17 >592 180 MT20H 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.87 Horz(TL) 0.19 12 Na n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:175 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 2-9-12 oc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-6-8 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-18 SLIDER Left 2x6 SP No.2 2-0.0,Right 2x6 SP No.2 2-0.0 MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Ins allation uide. REACTIONS (Ib/size) 2=2210/0-5-8 (min.0-3-1),12=2210/05-8 (min.0-3-1) Max Hoa 2=62(LC 7) 1 1) ((( Max Uplifl2=-1232(LC 8),12=-1232(LC 9) Max Grev 2=2590(LC 2),12=2590(LC 2) `\\��\`\S. S,k• ///� FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. � \GENS TOP CHORD 2-3=-1275/500,3-4=-4149/2138,4-5=-4300/2278,5-27=-38922106,27-28=-3892/2106, 6-28=-3892/2106,6-7=-5429/2851,7-29=-5429/2851,29-30=-5429/2851,8-30=-5429/2851, 1 8-31=-5429/2851,31-32=-54292851,9-32=-5429/2851,9-10=-43012278,10.11=-4151/2140, 11-12=-1274/501 34869 BOT CHORD 2-18=-1798/3514,18-33=-2784/5430,33-34=-2784/5430,17-34=-2784/5430,17-35=-2784/5430, N 16-35=-2784/5430,16-36=-2784/5430,15-36=-2784/5430,15-37=-1 983/3853,37-38=-1983/3653, — Of 14-38=-1983/3853,12-14=-1752/3516 –{1 { ...... WEBS 4-18=-361/511,5-18=-867/1294,6-18=-1939/959,6-17=-374/532,8-15=-801/160,9-15=-978/1972, N 9-14=373/488,10-14=3601507 STATE OF �� NOTES (12-14) F�ORIDP �\ 1)Unbalanced roof live loads have been considered for this design. \ � 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;End.,GCpi=0.18;MWFRS /�S (envelope);Lumber DOL=1.60 plate grip DOL=1.60 // /p N Ai- \ \\\ 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1232 Ib uplift at joint 2 and 1232 Ib uplift at joint 12. 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)130 Ib down and 36 Ib up at 7-0-0,130 Ib down and 36 Ib up at 9-0.12,130 Ib down and 36 Ib up at 11-0.12,130 Ib down and 36 Ib up at 13-0-12,130 Ib down and 36 Ib up at 15-0-12,130 Ib down and 36 Ib up at 16-3-4,130 Ib down and 36 Ib up at 18-3-4,130 Ib down and 36 Ib up at 20-3-4,and 130 Ib down and 36 Ib up at 22-3-4,and 130 Ib down and 36 Ib up at 24-4-0 on top chord,and 337 Ib down and 451 Ib up at 7-0.0,96 Ib down and 140 Ib up at 9-0-12,96 Ib down and 140 Ib up at 11-0.12 ,96 Ib down and 140 Ib up at 13-0.12,96 Ib down and 140 Ib up at 15-0-12,96 Ib down and 140 It,up at 16-3-4,96 Ib down and 140 Ib up at 18-3-4, 96 Ib down and 1401b up at 20.3-4,and 96 Ib down and 140 Ib up at 22-3-4,and 337 Ib down and 451 Ib up at 24-3-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). I Continued on pane 2 February 12,2014 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 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 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,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 Ory Ply SARGO 548513 T01 Hip Truss 1 1 17817562 Job Reference o bna Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MTek Industries,Inc.Wed Feb 12 13:0724 2014 Page 2 I D:X_QHfJOoUgEaAmrgwVUAROzlvFc,GiYKXbPYFIUD9Eh1 ILjciKzXABSB54SUSdpbnrS0zltE 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 SP,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(pit) Vert:1-5=-52,5-9=-52,9-13---52,19-23=-20 Concentrated Loads(lb) Vert:5=-105(8)9=-105(8)18=-268(B)6=-105(B)17=48(B)8=-105(B)15=-48(B)14=-268(8)27=-105(6)28=-105(8)29=-105(8)30=105(B)31=-105(B)32=-105(B)33=-48(B)34=-48(B) 35=-48(B)36=-48(B)37=-48(B)38=-48(6) WARNING-Ver(N design parameters and READ NOTES ON THIS AND INCLUDED AIITEK REFERENCE PAGE 11111174773 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 poromenters 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 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/TPII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Solely Information available from Truss Plate Institute,583 D'CMwfrio Drive,Madison.WI 53719. Job Truss Truss Type Qty PlySARGO 17817563 548513 T02 Hip Truss 1 1 Job Reference o lona Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MRek Industries,Inc.Wed Feb 12 13:0726 2014 Page 1 I D:X_QHfJOoUgEaAm rgwV UAROzI V Fc-C4f5y HQ omvkxPYr00 mmGPOcVD GgYYNX1574tW GzltE 2 0 0 4 7 12 9-0-0 15-8-0 22-4-0 26.8.4 31-4-0 334-0 2-0-0 4-7-12 44-4 6-8-0 6-8-0 444 4-7-12 2-0-0 s�.r=1:su.z 4.1= e r eases 4 e 0 s 10 z n L 14 10 12 ao II sa= sa= sro= sve II 9-0-0 15-8-0 224-0 314-0 9-0-0 6-8-0 6.8.0 9-0-0 Plate Offsets X,Y): r2:0-3-13,D-1-9],[10:0-3-13,0-1-9].[13:D-3-0,0-3-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 0.72 Vert(LL) -0.16 12-13 -999 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -0.33 12-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.12 10 n/a n/a BCDL 10.0 Code FBC20'10rTP12007 (Matrix-M) Weight:172 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-1 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-8-8 oc bracing. WEBS 2x4 SP No.3MiTek recommends that Stabilizers and required cross bracing be installed SLIDER Left 2x6 SP No.2 2-0-0,Right 2x6 SP No.2 2-QO du truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 10=1227/0-5-8(min.0-1-11),2=1227/0-5-8(min.0-1-11) Max Horz Max Uplift210—240(LC 13),2=-240(LC 12) \\\\, \vs Max Grav 10=1448(LC 2),2=1448(LC 2) ` S:K• //// FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \�J . �GENS� TOP CHORD 2-3=-916/134,3-4=-2128/981,4-5=-1963/901,5-6=-1757/868,6-7=-17571868,7-8=-1963/901, i 8-9=-2128/961,9-10=-916/133 y •• y BOT CHORD 2-14=-699/1814,13-14=-760/2122,12-13=-760/2122,10-12=-725/1826 _\ 7� 7 34869 7[ r WEBS 5-14=-168/511,6-14=-610/239,6-12=-610/240,7-12=-168/511 _ NOTES (9-11) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS N { ...... `` 1 (envelope)and C-C Extedor(2)zone;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 'r,( 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. '• 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 F•'.•t ORVID bottom chord and any other members. •• { �� 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. /// /O N A 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 240 Ib uplift at joint 10 and 240 Ib uplift at joint 2. / 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any 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 SP,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 February 12,2014 A WARNING-Verify design parameters and READ NOTES ON TRIS AND INCLUDED MITEK REFERENCE PAGE AID 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 LCB 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/TPlt 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. Job Truss Truss Type Oty Ply SARGO 1781758/ 548513 T03 Hip Truss 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,F132244 7.350 s Sep 27 2012 MTek Industries,Inc.Wed Feb 12 13:0727 2014 Page 1 ID:X_QHfJOoUgEaAmrgwVUAROzlvFc-gHDT9dRRXDsoOiQc THVyc9gsg7aHxNuKnpQ2jzltE -2-0-0 5-7-12 11.0-0 158-0 2G-4-0 2 8-4 '�1-4-0 3'+-d-0 2-0-0 5-7-12 5-4-4 4.8.0 4-8-0 5-4-4 I 57-12 2-0-0 4W= av4= 45= e a em 1z � e R 3 e 2 10 14 23 i3 N 12 ago II 3ie axe 4.10 II ii-0-020-4-0 31-40 114)-0 9.40 11-G-0 Plate Offsets X :0-51 Ede 10:0-5.1 E e LOADING(psf) SPACING 2-0-0 CSI DEFL in (lot) I/de8 Ud PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.33 12-14 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.56 12-21 >677 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.35 Horz(TL) 0.11 10 Na Na BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:170 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-9 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 SLIDER Left 2x6 SP No.2 2-0-0,Right 2x6 SP No.2 2-0-0 durin truss erection in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1271/0-58(min.0-1-12),10=1271/0-58(min.0-1-12) Max Horz 2=89(LC 11) \1 1 1 1] Max Uplift2=-255(LC 12),10=255(LC 13) \\\\, ' J� Max Grain,2=1448(LC 2),10=1448(LC 2) \\\�\1\S �.•K //// \ v FORCES (ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. `J .•' \C E NS •. /j TOP CHORD 2-3=-1168/86,3-4=-2234/1008,4-5=-1975/873,5-6=-1742/848,6-7=-1742/848,7-8=-1975/873, J F 8-9=2234/1008,9-10=-1168/86 y BOT CHORD 2-14=72311913,1423=-57311784,1323=-57311784,13-24=-57311784,12-24=-573/1784, -�\ 7f •'. 10-12=743/1923 _ I 34869 WEBS 414=-301/279,514=-165/529,6-14=-324/127,6-12=-324/127.7-12=-165/529,8-12=-301/279 N NOTES (9-11) ...... 1) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.ll;Exp C;End.,GCpi=0.18;MWFRS �W (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 STATE OF 3)Provide adequate drainage to prevent water ponding. •• F�ORiD P .•• G\ � 4)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. ,• ` \ 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-D-0 wide will fit between the // •"""• `V \\ bottom chord and any other members,with BCDL=10.Opsf. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 255 Ib uplift at joint 2 and 255 Ib uplift at joint 10. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any 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 SP,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 February 12,2014 WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is far 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 CrIteda,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Informalion available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Oly Ply 7RG-O17817565 548513 T04 Hip Truss 1 1eference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MTek Industries,Inc.Wed Feb 12 13:07:29 2014 Page 1 ID:X_QHfJOoUgEaAmrgwVUAROzlvFc-dfLDaJSh3g6WG?a?5uJz1IE tTsdloJBn5IX7bzltE 6-11-5 13-0.0 18-4-0 24-4-11 31-4-0 33-4-0 6.11-5 6.0.11 5-4-0 6-0.11 � 6-11-5 72-0-0 bctle�1.58.3 5Re= h5= 5 800 r 9 e 2 1 e e 1< 13 12 11 r0 3w= am= as II 5.m II 6-11-5 13-0.018-4-0 24411 31-4-0 B-11-5 6-0.11 5-4-0 6.0.11 6-11-5 Plate Offsets X Y: 1:0-1-12 0-0-13 4:0-6.0,0.2-8] 6:0.3-0 0.3-0 8:0.3-13 0-1-9 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 0.89 Vert(LL) -0.14 10.11 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.31 10.11 >999 180 BCLL 0.0 Rep Stress mar YES WE 0.51 Horz(TL) 0.12 8 Na n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix-M) Weight:174 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-10-11 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-11 SLIDER Left 2x6 SP No.2 2.0.0,Right 2x6 SP No.2 2-0.0 Mitek recommends that Stabilizers and required cross bracing be installed citrin.truss erection in accordance with Stabilizer Installation guide REACTIONS (Ib/size) 1=1158/0-5-8 (min.0.1-10),8=1265/0.58 (min.0-1-12) Max Hom 1=-109(LC 13) Max Uplift 1=228(LC 12),8=-268(LC 13) \\ Max Grav 1=1312(LC 2),8=1453(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 'J • \GENS TOP CHORD 1-2=-980/286,2-3=-2255/1009,3-4=-1830/869,4-5=-1586/B43,5-6=-18151857,6-7=-2227/994, 7-8=-881/193 BOT CHORD 1-14=-73911937,13-14=-739/1937,12-13=-446/1517,11-12=-446/1517,10-11=-722/1911, l 34869 8-10=-723/1910 WEBS 3-13=-507/351,4-13=-154/452,511=-147/420,6-11=-489/330 NOTES (9-11) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=181t;Cat.II;Exp C;End.,GCpi=0.18;MWFRS ' I (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 i STATE OF 3)Provide adequate drainage to prevent water ponding. '•, FZ O R)D P 4)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. '• l! \ 5)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. /I/I`O N A - 6)All bearings are assumed to be SP No.2 cushing rapacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 228 Ib uplift at joint 1 and 268 Ib uplift at joint B. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any 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 SP,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 February 12,2014 WARNING-Ver((y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH-7473 BEFORE USE. Design valid for use only with MTek 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 far lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility 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,DSO-89 and 6CSI7 Building Component Boynton Beach,FL 33435 Salefbr y Inmo6on available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. ., Job T Truss Type 10ty PlySARGO 17817568 548513 T05 Hp Truss 1 1 Job Reference o ions Builders FirstSource, Jacksonville,F1322" 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Feb 12 13:07:30 2014 Page 1 ID:X_QHfJOoUgEaAmrgwVUAROzIvf c-5rvcneTJg8ENt99BfbgCaEn9GtDoU HeKO124f2zltE 3-5-5 11-&0 12-10-0 20.10.11 27- 92r._00 1 3-5-5 8-0-11 1-4-0 8-0.11 6-11-5 2-0.0 sate=leas rs= 3 Baa r3 T3 ]M� S.B � 5 n d 1 6M� I 3 12 11 1a 9 2rt SII ]M= 34= 3N= _ h< 5.6 11 3-Ss 11-6-0 1z-10.0 20.10.11 27-10-0 1� 8-0-11 1-4-0� 8-0.11 6-11-5 Plate Offsets X :0-2-6 0.2-4 5:0-4-0 0-3-0 :0-3-13 0-1-9 LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 0.84 Vert(LL) -0.21 9-11 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.47 9-11 >709 180 BCLL 0.0 ' Rep Stress Incr VES WB 0.44 Horz(TL) 0.08 7 n/a Na BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight:164 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. T3:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 2-12,5-11 WEBS 2x4 SP No.3 MiTek rewmmentls that Stabilizers and required cross bracing be installed SLIDER Right 2x6 SP No.2 2-0-0 Burin t ss erection in accordance with Stabilizer Installation guide. REACTIONS ( =9 610-5 8 (min.0.t-8),7=1100/0-5-8 (min.0.1-9) Max Horz 14 Max Uplift 14=-198(LC 12),7=-257(LC 13) \\`\vJ v•K //j// Max Grav 14=1158(LC 2),7=1300(LC 2) \ V J �CENS,,' i FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=1087/515,2-3=-1288/655,3-4=-1093/676,4-5=-1287/654,5-6=-1902/878,6-7=-777/206, •� 1-14=-1161/537 BOT CHORD 12-13=-304/956,11-12=224/1022,10.11=-629/1635,9-10=-629!1635,7-9=-630/1632 ! 34869 _ WEBS 2-13=558/369,3-12=-74/310,4-11=-105/314,5-11=-710/450,5-9=0/287,1-13=-553/1187 NOTES (9-11) _ - 1)Unbalanced roof live loads have been considered for this design. �...... 2)Wind:ASCE 7-10;Vul1=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18tt;Cat.Il;Exp C;Encl.,GCpi=0.18;MWFRS W (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 i STATE OF 3)Provide adequate drainage to prevent water ponding. •• .FL D P •' \ 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ORI S .• • _`�\\ 5)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0. • •0 wide will fit between the / S '" bottom chord and any other members. // /O N A`` �\ 6)All bearings are assumed to be SP No.2 crushing rapacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 198 Ib uplift at joint 14 and 257 It,uplift at joint 7. 8)*Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component The suitability and use of this component for any 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 SP,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 February 12,2014 A WARNING Verify design parameters and READ NOTES ON TICS AND INCLUDED AGTEK REFERENCE PAGE MR-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design B 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 far 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 responsiblity of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TMl Quality Criteria,DSB-89 and III 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 Pry SARGO 17817567 548513 T06 Hip Truss1 1 Job Reference(optionali Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MTek Industries,Inc.Wed Feb 12 13:07:32 2014 Page 1 ID:X_OHfJOoUgEaAmrgwVUAROzlvFc-1 E1 MCKVZMIU47TIamOthffsTZhgwy6AdT3XBkwzltE 3-7-12 7-0.0 9-94 15-8-0 21512 za-4-o 1 27-9-4 31 a 3 2-0-0 3-7-12 3.44 2-94 5-10-1z 5-10.12 2-9-a 3-4-4 3-7-12 2-0-0 s..=15�2 a3 erlo= 2ra II Sr5= se= _ e 7 S o 600 12 4 11 �5 n S4 J 2 3 2 is 1 b J) 98 9B 1) O /1 18 15 B me II Sve= s.e II owe- era II Sre- Sr8 II 7-0-0 9-9-4 15.8-02512 24-4-0 31-4-0 7-0.0 2-94 5.10.12 5-'l0.12 2-94 7-0-0 Plate Offsets X :04-13 0.0-1 13:0-4-1 0-1-5 17:0.3-12 0.3-0 LOADING(psi) SPACING 2-0-0 CSI FHorz(TL) L in (loc) gdeft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 0.92LL) 0.19 16-17 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.97TL) -0.28 16-17 >935 180 BCLL 0.0 Rep Stress Incr NO WB 0.76 0.04 13 Na n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:182 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Stmdural wood sheathing directly applied or 2-8-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 54-11 oc bracing. WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 6-18,6-17 W4:2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed SLIDER Left 2x4 SP No.3 1-6-0,Right 2x6 SP No.2 2-0.0 d rin truss ere ion in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=189/0-3-8 (min.0.1-8),18=2937/0-5-8 (min.0-4-1),13=1294/D-5-8 (min.0.1-13) Max Harz 2=62(LC 7) \ / Max Uplift2=-79(LC 22),18=-1838(LC 5),13=-690(LC 9) Max Grav 2=320(LC 18),18=3434(LC 2),13=1534(LC 22) \\�`�U�.. :•�, / �i�i FORCES , v \CiENvS'� '`•�.C� (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-410/186,3-4=-2161352,4-5=-190/461,5-28=-157/421,6-28=-157/421,6-29=-1466/784, * i 29-30=-1466/784,30-31=-1466/784,7-31=-14661784,7-32=1466/784,8-32=-1466/784, 8-33=-1466/784,33-34=-14661784,9-34=-1466[784,9-35=-1955/1098,10-35=-1955/1098. � f 34869 10-11=-218711179,11-12=-2231/1141,12-13=-814/268 BOT CHORD 2-19=-277/269,19-36=-1019/618,18-36=-10191618,18-37=-10191618,37-38=-10191618, ry _ 38-39=-1019/618,17-39=-1019/616,1740=-1087/2180,4041=-1087/2180,4142=-1087/2180, 16-42=-1087/2180,16-43=-108712180,1543=-1087/2180,13.15=-905/1895 WEBS 4-19=307/148,5-19=4114/126,6-19=-700/1113,6-18=-3202/1551,6-17=-1510/2920, 7-17=-855/167,9-17=-888/508,9-16=-297/391,9-15=472/203,10.15=450/654 STATE OF •,`�\ NOTES (11-13) .FCORi©P .•' G\\� 1)Unbalanced roof live loads have been considered for this design. / •'•••.••' !\\ 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf BCDL=3.Opsf;h=18ft;Cat.11;Exp C;End.,GCpi=0.18;MWFRS SAO R r A 1 (envelope);porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 / f Y t1 - 3)Provide adequate drainage to prevent water ponding. /////))()0 `\ 4)This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 5)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 79 ib uplift at joint 2,1838 Ib uplift at joint 18 and 690 Ib uplift at joint 13. 8)"Semi-rigid pilchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Hanger(s)or other connection devioe(s)shall be provided sufficient to support concentrated load(s)130 Ib down and 36 Ib up at 7-0.0,130 Ib down and 36 Ib up at 9-0-12,130 Ib down and 36 Ib up at 11-0.12,130 Ib down and 36 Ib up at 13-0-12,130 Ib down and 36 Ib up at 15-0.12,130 Ib down and 36 Ib up at 16-34,130 Ib down and 36 Ib up at 18-3-4,130 Ib down and 36 Ib up at 20.34,and 130 Ib down and 36 Ib up at 22-34,and 130 Ib down and 36 Ib up at 244-0 on top chord,and 337 Ib down and 451 Ib up at 7-0.0,96 Ib down and 140 lb up at 9-0-12,96 Ib down and 140 Ib up at 11-0.12, 96 Ib down and 140 Ib up at 13-0.12,96 Ib down and 140 Ib up at 15-0-12,96 lb down and 140 Ib up at 16-34,96 Ib down and 140 Ib up at 18-34,96 Ib down and 140 Ib up at 20.34,and 96 Ib down and 140 Its up at 22-34,and 337 Ib down and 451 Ib up at 24-34 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Continued on pane 9 February 12,2014 WARNING Verifg design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-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 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 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria.DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Boynton Beach,FL 33435 Job Trus7--� tss Type Q1Y ph, AGO 17817587 548513 TO6 p Tnrss 1 1 ` Job Reference o lona Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 Mi Tek Industries,Inc.Wed Feb 12 13:07:32 2014 Page 2 ID:X_QHfJOoUgEaAmrgwVUAROzlvFc-1 E1 MCKVZMIU47TIamOthffsTZhgwy6AdT3XBkwzltE 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 SP,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 1)Regular.Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-5=-52,5-10=-52,10-14=-52,20-24=20 Concentrated Loads(lb) Vert:5=-105(B)10=-105(B)19=268(8)15=-268(B)28=-105(B)29=-105(8)30=-105(B)31=-105(B)32=-105(B)33=-105(B)34=-105(B)35=-105(B)36=-48(B)37=-48(B)38=-48(B)39=-48(B) 40=-48(B)41=48(B)42=-48(B)43=-48(B) WARNING-V-ify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MY 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 paromenters and proper incorporation of component a responsibility of building designer-not truss designer.Bracing shown is far lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsbillity,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/T%1 Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beoch,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719. Job Truss Truss Type Qty Ply SARGO 17817568 548513 T07 Hip Truss 1 17 Reference(optional) Builders FirstSouroe, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Feb 12 13:07:34 2014 Page 1 ID:X QWJOoUgEaAmrgwVUAROzlvFc-zd86dOWquNloMnSyuRv9k4xtIUc0O4LwxNOlopzltE 2 0 0 4-7 12 90-0 15-8-0 22-4-0 26-84 31-4-0 2-0-0 47-12 4-44 6-8-0 660 444 47-12 s�-lses 5 8 8.881„ 3I� ]Mi � e v m U4� e 3 14 a 8 1] 1] s.e II ene= 686- �- 5v8 II 9-0-0 15-8.0 224-0 314-0 9-0-0 -94 5.10.12 660 9.0-0 Plate Offsets X Y: [2:0-4-5.0-0-11.[10:0-4-9,0-0-131,[13:0-3-0,0-3-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 0.65 Ven(LL) 0.34 14-17 >321 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.29 1417 >373 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.46 Horz(TL) 0.04 10 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix-M) Weight:168 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-1 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-D-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 SLIDER Left 2x4 SP No.3 1-6-0,Right 2x6 SP No.2 1-60 MiTek recommends that Stabilizers and required cross bracing be installed urin truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=270/6-3-8(min.0-1-8),14=1351/0-5-8(min.D-1-14),10=832/0-5-8 (min.D-1-8) ```,) (()J',/// Max Upl ft2=-170(LC 9),14=-319(LC 9),10=-186(LC 13) Max Grav 2=366(LC 27),14=1605(LC 2),10=1001(LC 28) \\ \US •r\, / //// FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \ C. i TOP CHORD 2-3={23/703,34=-110/314,4-5=-70/453,5-6=-23/365,67=-897/549,7-8=-1059/550, 8-9=-12761644,9-10=-781/96 BOT CHORD 2-14=-180/206.13-14=-185/710,12-13=-1851710,10-12=-436/1082 / 34869 •'* _ WEBS 4-14=-380/378,5-14=-4921176,614=-1268/470,612=-821287,7-12=-14/261,8-12=-262M5 NOTES (9-11) -' - 1)Unbalanced roof live loads have been considered for this design. i ✓1/,J...... 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.It;Exp C;End.,GCpi=0.18;MWFRS (envelope)and C-C Extenor(2)zone;porch left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip STATE I W\ DOL=1.60 3)Provide adequate drainage to prevent water ponding. ,(1•'•."WRiDP' •' 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1.- •.,,,,,,. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the S /j / bottom chord and any other members. /////0W_ v\\\ 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 170 Ib uplift at joint 2,319 Ib uplift at joint 14 and 186 Ib uplift at joint 10. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any 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 SP,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 February 12,2014 AL WARNING-Verify design parameters and READ NOTES ON TKIS AND INCLUDED MITEK 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 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 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 1109 Coastal Bay fabrication,quality control,storage,delivery,erecfion and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Buflding Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. Job Truss Truss Type Qty �Ply1SARGO17817589 548513 T08 Hip Truss 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Feb 12 13:07:35 2014 Page 1 ID:X_QHfJOOUgEaAmrgwVUAROzlvFc-RpiVrMXSfgtf w1 BS900HIU5oux49TH4911rLFzHE r -2-0-0 5-7-12 11-0.0 15-8-0 2040 25-8-4 31-4-0 2-0-0 5-7-12 544 48-0 48-0 5-4-4 5-7-12 sw.=155.2 5ve= 5 5 500 4 n d M i4 5 to d 2 6p 91 11 P 1) 12 14 y_ 9-9-4 15-8-0 211x12 31-4-0 9-94 5-10.12 5-10.12 494 Plate Offsets X Y: [5:0-3-0,42-0 :0.3-0 0-2-0 10:0-4-1 0-1-9 13:0-4-0 0-3-0 LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 0.47 Vert(LL) 0.45 14-21 >259 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.68 Verl(TQ -0.40 1421 >296 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(TL) -0.04 2 We Na BCDL 10.0 Code FBC201O/TPI2007 (Matrix-M) Weight:172 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-12 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed SLIDER Left 2x4 SP No.3 1-6-0,Right 2x6 SP No.2 1-6-0 Burin truss erection in accordance with Stabilizer Installation guide. !, REACTIONS (Ib/size) 10=845/0-5-8 (min.0-1-8),14=1229/D-5-8 (min.0-1-12),2=380/0-3-8 (min.0.1-8) Max Harz Max Uplift 08919(LO 13),14=-239(LC 9),2=-211(LC 9) Max Grav 10=10D6(LC 28),14=1468(LC 2),2=496(LC 27) \\` `vS `'•K / /// FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \ J�' +,GENSF•'. j TOP CHORD 2-3=-712(748,3-4=-292/461,4-5=-204/322,5-6=-579/513,6-7=-579/513,7-8=-1007/594, •• i i 8-9=1276/695,9-10=-8581105 BOT CHORD 2-14=-263/269,12-13=-210r754,10.12=471/1082 74 7 4869 •• WEBS 4-14=433/413,5-14=-1073/293,5-13=-253/842,6x13=-335/199,7-13=-330/113,7-12=-136/395, 8-12=-3631292 NOTES (9-11) 1 Unbalanced roof live loads have been considered for this design. C✓v�J...... 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS (envelope)and C-C Exterior(2)zone;porch left exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip STATE OF ` DOL=1.60 FC9 it •' 3)Provide adequate drainage to prevent water ponding. S •.••••••. \�\\ 4)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. // S ` \ 5)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-"tall by 2-0.0 wide will fit between the �/, /O NAV. \\`\ bottom chord and any other members. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 196 Ib uplift at joint 10,239 Ib uplift at joint 14 and 211 Ib uplift at joint 2. 8)"Semi-rigid pilchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any 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 SP,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 February 12,2014 WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MD-7473 BEFORE USE. Design valid for use only with Mgek 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 responsbirity,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 responsbillity 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 ANSIITP11 Quality Criteria,DSB-89 and 8CSI7 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 PlySARGO 17817570 548513 T09 Hip Truss 1 1 Job Reference(optionall Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MTek Industries,Inc.Wed Feb 12 13:07:37 2014 Page 1 ID:X QHfJOoUgEaAmrgwVUAROzlvFc-OCgFG2ZiBI7NDEBXZZSsMjZQ4ic4dlrMdLEyP8zttE -2-0.06-11-5 13-0-0 16-4-0 24.4-11 a1.4 0 33-4 0 1 2-0-0 6-11-5 6-0.11 5-4-0 6-0-110 acw-,sa_a s s s.ao tz as see 4 � 4 3 B 2 e 10 14 1s Z se II 5 9a4= aeq II 9v5= sm II 9-9-4 13.0-0 18-4-0 21-6-12 31-40 9-9.4 3-2.12 5-4-0 3-2-12 9-9-4 Plate Offsets X Y: 4:0.3.0 0.3-4 5:0.3-0 0-2-0 6:0.6.0 0.2-8 :0.3.0 0.3-09:0.41 0-1-9 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Lid PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 0.55 Vert(LL) 0.48 15-18 -248 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.71 Vert(TQ -0.44 15-18 >268 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) -0.05 2 Na Na BCDL 10.0 Code FBC201O/TPI2DO7 (Matrix-M) Weight:178 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-1 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-11-13 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 SLIDER Left 2x4 SP No.3 1-641,Right 2x6 SP No.2 1-6-0 MiTek recommerection ends in accordance with Stabilizer Installation guide, that Stabilizers and required cross bracing be installed REACTIONS (Ib/size) 2=49410.3-6(min.0.f-8),15=112110-5-8 (min.0.1.9),9=914/0.5.8(min.0.1-8) d rin truss Max Horz 2=102(LC 11) Max Uplift2=-244(LC 9),15=-205(LC 12),9=-215(LC 13) \\\`�)) ))(!//1/ Max Grav 2=623(LC 27),15=1274(LC 2),9=1046(LC 2) \\\\`\`\S•.�•K• ///�/ FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \� �J•••' �(",E NSA •.�^�� TOP CHORD 2-3=-700/601,3-4=-421/615,4-5=-363/557,5-6=-472/529,6-7=-1173/722,7-8=-1385/763, 8-9=-879/110 BOT CHORD 2-15=-373/377,1415=-101/409,13-14=-211/710,12-13=-2111710,11-12=-2101708, •. +- 9-11=-513/1164 ! 34869 WEBS 4-15=-455/418,5-15=-895/130,5-14=-80/514,6-14=-558/184,6-11=-2281499,7-11=-412/342 - NOTES (9-11) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Dpsf;h=18ft;Cat.11;Exp C;End.,GCpi=0.18;MWFRS STATE OF •��\ (envelope)and C-C Exterior(2)zone;porch left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip r DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. ''••'• �\ /SSS N A1- ��\ 5)•This truss has been designed for a live load of 20.Dpsi on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0.0 wide will fit between the / O \ bottom chord and any other members,with BCDL=10.Opsf. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 244 Ib uplift at joint 2,205 Ib uplift at joint 15 and 215 Ib uplift at joint 9. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any 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 SP,represents new lumber design values as per SPIE. 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 February 12,2014 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 k 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 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 Safely Information available from Truss Plate Institute,583 D'Onof c,Drive,Madison,WI 53719. Boynton Beach,FL 33435 JO548513 T10 7-M-sT D �Tn,ss Ol1 17817571 Y Ply 1Job Reference o ions Builders FirstSource, Jacksonville,F1 32244 7.350 s Sep 27 2012 MTek Industries,Inc.Wed Feb 12 13:07:38 2014 Page 1 ID:X QHfJOoUgEaAmrgwVUAROzlvFc-s00dTOZKybFErOmj7Hz5vw6XN533MsfWs? VxazltE 6-11-6 I 15-0-02a-4-11 3140 x34-0 , 6-11-6 8-0-10 14-0 8-0-11 611-5 2-0-0 ecce.i:!n.i s.e= s.a= e�r siB� wt s.e 3 is n d T 4 I 44 7 8 is r7 1�, re m= s>e II a4 II a4 II 9-9415.0-0 164-0 21512 31-4-0 9-94 52-12 140 52-12 9-9-4 Plate Offsets X 1:0-51 Ede :0-4-0 0-3-0 4:0.3-0 0-2-0 5:0.3-0 0.2-0 6:04-0 0-3-0 8:041 0-1-9 LOADING(pat) SPACING 2-0-0 CSI DEFL in (loc) Udell Ld PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 0.77 Vert(LL) 0.42 14-17 >284 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.28 Vert(TL) -0.35 14-17 >337 180 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(rL) -0.D4 1 Na Na BCDL 10.0 Code FBC2010lrP12007 (Matrix-M) Weight:172 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2`Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. T2:2x4 SP No.t BOT CHORD Rigid ceiling directly applied or 9-7-10 oc bracing. BOT CHORD 2x4 SP M 31 WEBS 1 Row at midpt 4-14 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed SLIDER Left 2x4 SP No.3 150,Right 2x6 SP No.2 150 Burin truss arec0on in accordance with Stabilizer Installation oude. REACTIONS (lb/size) 1=470/0-3-8(min.D-1-8),14=1063/0-5-8 (min.0-1-8),8=976/0-58(min.0-1-8) Max Harz 1=-121(LC 17) -241(LC 12),8=-229(LC 13) Max Upliftl=-211(LC 9),14-- \\ Max Grav 1=540(LC 2),14=1 127(LC 2),8=1097(LC 2) \\ `�\• .••EN••.,�,(\ �/ FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \ \C.+ S� i TOP CHORD 1-2=-713/774,2-3=518/726,34=460/665,4-5=-735/630,5-0=-1325/809,6-7=-1553/857, i 7-6=-875/206 _� * r 34869 BOT CHORD 1-14=519/520,14-23=-178/630,13-23=-178/630,12-13=-178/639,11-12=-178/639, _ 11-24=-180/644,10-24=-180/644,8-10=-610/1323 N—' WEBS 3-14=523/478,4-14=-854/141,4-13=-119/515,511=406/141,5-10=-331/700,6-10=491/410 NOTES (9-11) 11 Unbalanced roof live loads have been considered for this design. i 2)Wind:ASCE 7-10;VuR=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.Il;Exp C;End.,GCpi=0.18;MWFRS STATE OF (envelope)and C-C Exterior(2)zone;porch left exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip ^•• FL OR)O P ••'�` DOL=1.60 0(� \ 3)Provide adequate drainage to prevent water ponding. �j v/ •' Ci�\\\ 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent 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 350 tall by 2-0-0 wide will ft between the bottom chord and any other members,with BCDL=10.Opsf. 6)All bearings are assumed to be SP No.2 cashing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 211 Ib uplift at joint 1,241 to uplift at joint 14 and 229 Ib uplift at joint 8. 8)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any 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 SP,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 February 12,2014 WARNING verify design p—ten and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII 7473 BEFORE USE. Design valid for use only with M7ek connectors.This design it based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component B 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 a the responsibility 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/TPII Quality Cdleda,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onotr'a Drive,Madison,WI 53719. Job Truss Truss Type Ory Pry SARGO 17817572 548513 T11 Hip Truss 1 1 Job Reference o lona Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 Mrrek Industries,Inc.Wed Feb 12 13:07:39 2014 Page 1 ID:X_OHfJOoUgEaAmrgwVUAROzlvFc-Kay?gjayivN5SYLwh VKR8fmmVMf5lwf4f)3UOzItE -2-0-0 671-5 11-3-1115 -0 1 20-0-5 21,9-8 2-" 6-11-5 4-45 4-2-5 1-0 44-5 4r5= eak:1N+1' 5 B 5v6 7 dB i J B.BB 1512 T1 a, LLJ i3 17 13 11 1B t9 10 Tt yl 10 6>wB= r,o II axe II 6-11-5 11-3 5-10-0 11 15-8-0 1 - 20 5 21-9-8 8-11-5 4d-5 4-2-5 0. 4-2-5 5 1-9-3 Plate Offsets X :0-5-6 Ed a :0 3-0 0-3.0 [9:0-M,04-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deg Ud PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.07 12-13 >999 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.10 9-10 >999 180 BCLL0.0 ' Rep Stress Incr NO WB 0.63 Horz(TL) 0.02 B Na Na BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight:169 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-7 oc purlins, except end verticals. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-7-14 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-8 WEDGE Left:2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accord5lnce with Stabilizer Installation guide. REACTIONS (Ib/size) 8=1684/0-5-8 (min.0-2-6),2=910/0-5-8(min.0-1-8) Max Horz 2=228(LC 8) Max UpliftB=-761(LC 8),2=-346(LC 8) Max Grav 8=2029(LC 2),2=1104(LC 2) \\\ `\V�•,�. / ///, FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less exceptwhen shown. J ' ,GE N S� TOP CHORD 2-3=-1475/517,3-4=-1243/519,4-5=-946/427,"=-943/437,6-7=-574/221,7-8=-1860/693 i BOT CHORD 2-13=-587/1234,13-17=-585/1232,12-17=-585/1232,11-12=-501/1051,11-18=-501/1051, 1 18-19=-501/1051,10-19=-501/1051,10-20=-187/503,20-21=-187/503,9-21=-187/503 n l 34869 ' WEBS 312=-314/111,4-10=-450/263,6-10=-273/492,6-9=-752/350,7-9=-614/1658,5-10=-291/526 rry� -•� NOTES (10.12) 1)Unbalanced roof live loads have been considered for this design. ✓v'1...... 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;End.,GCpi=0.18;MWFRS (envelope);Lumber DOL=1.60 plate grip DOL=1.60STATE OF •• , tj 3)This truss has been designed for a 10.0 psi 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 36 bottom chord and any other members. -0 tall by 2-0.0 wide will ft between the F�O RID P' •• \� / '•.....•• \\ 5)All bearings are assumed to be SP N0.2 cashing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 761 Ib uplift at joint B and 346 Ib uplift at joint 2. 1..- 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)38 Ib down and 149 Ib up at 7-0.12,96 Ib up at 9-0-12,11 It,down and 87 Ib up at 11-0-12,143 Ib down and 98 Ib up at 130-12,171 Ib up at 15-0-12,442 Ib down and 175 Ib up at 17-0-12,and 442 It,down and 175 Ib up at 19-D-12,and 445 Ib down and 177 Ib up at 21-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 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 SP,represents new lumber design values as per SPIE. 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:1-5=-52,5-7=-52,B-14=-20 IContinued on pane 2 February 12,2014 WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M117473BEFORE 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 B responsibility of building designer-not truss designer.Bracing shown I, 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 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Boynton BeaCh,FL 33435 Job Truss Thus Type Oty Py SARGO 17817572 548513 T11 Hip Truss 1 1 Job Referenceo lona Builders FirstSource, JadrsomiNe,F1 32244 7.350 s Sep 27 2012 MRek Intlusines,Inc.Wed Feb 12 13:07:39 2014 Pape 2 ID:X QHfJOoUgEaAmrgwVUAROzlvFc-Kay?gjayivN5SYLwh_VKRBfmmVMf5lwf4fj3UOzItE LOAD CASE(S)Standard Concentrated Loads(Ib) Vert:13=149(B)12=-10(B)17=46(8)18=-106(B)19=82(B)20=-366(8)21=-366(B)22=-369(B) WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED AfITER REFERENCE PAGE 1181-7473 BEFORE USE. Design valid fa use only with MTek 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 B for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility 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,comuft ANSI/7111 QualBy Cdteda.DS9-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'6nofrio Drive,Madison,WI 53719. Job Truss Trus s Type Qty Ply SARGO 17817573 548513 T12 Half Hip Truss 1 1 Job Reference o ions Builders FirstSource, Jacksonville,FI 32244 7.350 5 Sep 27 2012 MTek Industries,Inc.Wed Feb 12 13:07:42 2014 Page 1 ID:X_QHfJOoUgEaAmrgwVUAROzlvFc-k9d8JIdRglgJ?3VM7213mHBNjFI IbV5mdyj4LzitE. 2-0-0 3-7-12 7-0.0 12-69 18-53 24-1-12 27-7-2 31-4-0 0 3-7-12 3-4-4 58-9 58.9 58.9 3.5.8 3-8-1414 a4 u 2 E ) 5 9 3 t0 11 Bw 2.1 4 ,XZ, 38 B7 38 39 11 40 41 42 V 15 13 M 45 b 4) 9 B 5nB 3.B= 2n4 1x5 .1.= 4 12 7-0.012-8-9 18-53 24-1-12 31.4-0 7-0-0 58-9 58-9 58-9 7-2-4 Plate Offsets X Y: [2:0-4-1,0-1-5],[9:0-3-8,0-2-81.114:0-3-8.0-3-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 0.90 Vert(LL) 0.24 12-14 -353 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.36 12-14 >234 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.83 Horz(TL) 0.06 14 We Na BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight:181 to FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2'Excepl' TOP CHORD Structural wood sheathing directly applied or 2-2-10 oc purlins, except end T3:2x4 SP No.t verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-1-8 oc bracing. WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 6-16,9-16 W4:2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed SLIDER Left 2x6 SP No.2 2-0-0 durin truss rection in accordance with Stabilizer Installation quide. REACTIONS (Ib/size) 12=-269/Mechanical,14=3412/(0.3-8+bearing block) (req.0-4-11),2=1399/0-5-8(min.0-1-15) Max Hom 2=147(LC 8) Max Uplift 12=-313(LC 2),14=-2036(LC 5),2=-731(LC 8) Max Grav 12=176(LC 8),14=3990(LC 2),2=1642(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-762/213,3-4=-2426/1225,4-5=-2428/1287,524=-2181/1196,24-25=-2181/1196, 6-25=-2181/1196,6-26=-1071/514,26-27=-10711514,27-28=-1071/514,7-28=-1071/514, 7-8=-1071/514,8-29=-10711514,29-30=-1071/514,30-31=-1071/514,9-31=-1071/514, 9-32=-841/i629,32-33=-84111629,10-33=-841/1629,11-12=-250/49 BOT CHORD 2-19=-1114/2053,19-36=-1231/2381,3637=-1231/2381,18-37=-1231/2381,18-38=-1231/2381, 38-39=-1231/2381,17-39=-1231/2381,17-40=-1231/2381,1640=-1231/2381,16-41=-1629/841, 41-42=-1629/841,42-43=-1629/841,15-43=-1629/841,14-15=-1629/841,13-14=-618/378, 13-44=-618/378,44-45=-618/378,45.46=-618/378,46-47=-618/378,12-47=-618/378 WEBS 4-19=-2501259,5-19=-4471634,6-19=-353/93,6-18=-360/523,6-16=-1598/872,8-16=-741/154, 9-16=-1648/3280,9-14=-2497/1078,10-14=-1539/705,10-12=-605/963 NOTES (12-15) 1)2x4 SP No.2 bearing block 12"long at jt.14 attached to front facewith 2 rows of 10d(0.131"x3")nails spaced 3"o.c.8 Tolal fasteners.Bearing is assumed to be SP No.2. 2)Unbalanced roof live loads have been considered for this design. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Dpsf;h=18ft;Cat.ll;Exp C;End.,GCpi=0.18;MWFRS (envelope);Lumber DOL=1.60 plate grip DOL=1.60 �� V �,K. 4)Provide adequate drainage to prevent water ponding. \ \ •• ••- This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. \� •\CENSIP- 5) 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0. 0 wide will fit between the / bottom chord and any other members. / 7)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. / q A 06.7 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 313 Ib uplift al joint 12,2036 Ib uplift al joint 14 and 731 It, uplift at joint 2. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. _ T � N i STATE OF AL February 12,2014 WARNING VerVy design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M17 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 paramenfers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is far lateral support of individual web members only.Additional temporary bracing to insure stability during construction's 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 Oy Ply SARGO 17817573 548513 T12 Half Hip Truss 1 1 Job Reference o lona Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Feb 12 13:07:42 2014 Page 2 ID:X QHfJOoUgEaAmrgwVUAROzlvFc-k9d8Jldf?glgJ?3VM7213mHBNjFIIbV5mdyj4LzltE. NOTES (12-15) 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)130 Ib down and 361b up at 7-0-0,130 Ib down and 36 Ib up at 9-0-12,130 Ib down and 36 Ib up at 11-0-12,130 Ib down and 36 Ib up at 130-12,130 Ib down and 36 Ib up at 15-0-12,130 Ib down and 36 It,up at 17-0-12,130 Ib down and 36 Ib up at 19-0-12,130 Ib down and 36 Ib up at 21-0-12,130 Ib down and 36 Ib up at 230-12,130 Ib down and 36 Ib up at 25-0-12,130 Ib down and 36 Ib up at 27-0-12,and 130 Ib down and 36 Ib up at 29-0-12,and 130 Ib down and 36 lb up at 30-6-12 on top chord,and 337 Ib down and 451 Ib up at 7-0-0,96 Ib down and 140 Ib up at 9-0-12,96 Ib down and 140 Ib up at 11-0-12,96 It,down and 140 Ib up at 13-0-12,96 Ib down and 140 Ib up at 15-0-12,96 Ib down and 140 Ib up at 17-0-12,96 Ib down and 140 Ib up at 19-0-12,96 Ib down and 140 Ib up at 21-0-12,96 Ib down and 140 Ib up at 230-12,96 Ib down and 140 Ib up at 25-0-12,96 lb down and 140 Ib up at 27-0-12,and 96 Ib down and 140 Ib up at 29-0-12,and 96 Ib down and 140 Ib up at 30-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 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 SP,represents new lumber design values as per SPIE. 14)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 15)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(ptt) Vert:1-5=-52,5-11=-52,12-20=-20 Concentrated Loads(lb) Vert:5=-105(F)19=-268(F)24=-105(F)25=-105(F)26=-105(F)27=-105(F)28=105(F)29=-105(F)30=-1050 31=105(F)32=-105(F)33=-105(F)34=-105(F)35=-105(F)36=-48(F)37=-48(F) 38=-48(F)39=-48(F)40=-48(F)41=-48(F)42=-48(F)43=-48(F)44=48(F)45=-48(F)46=-48(F)47=-48(F) WARNING Verify design pammetem and READ NOTES ON TKIS AND INCLUDED MITEK REFERENCE PAGE 1711-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design B based only upon parameters shown,and is for an individual building component. Applicability of design paramenten and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown JUIIUs Lee PE. is far lateral support of individual web members only.Additional temporary bracing to insure stability during construction k the responsibilliity of the 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/TM1 Qualtiy Cdleda,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 Py SARGO 17817574 548513 T13 Half Hip Truss 1 1 Job Reference o ions Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Feb 12 13:07:43 2014 Page 1 ID:X QHfJOoUgEaAmrgwVUAROzlvFc-CMBWW5dTm8tXx9ehwgZGc-pPc6hC16uF?HhGdnzltE 2-0.0 47-12 4.4-4 7-6-14 7814 22-4 as= e r e e s.ro 12 aH C as 3 t d_12 II 11 10 9-0-0 16-6-14 24-1-12 31-40 9-0.0 7814 7814 7-2-4 Plate Offsets X Y: :0.4-9 0.0.13 LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 0.74 Vert(LL) -0.10 1417 -999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.24 1417 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Horz(TL) 0.04 10 Na Na BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:175 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-14 oc pudins, except end BOT CHORD 2x4 SP No.2 WEBS verticals. 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing, Except: SLIDER Left 2x6 SP No.2 180 7-2-4 oc bracing:14-17. WEBS 1 Row at midpt 6-11,9-11 MiTek recommends that Stabilizers and required cross bracing be installed REACTIONS (Ib/size) 10=-88/Mechanicel,11=1550/0.3-8 (min.0.2-2),2=875/0-5-6(min.0.1-8) dunna truss erection in accordance with Stabilizer Installation guide. Max Harz 2=181(LC 12) Max Uplift 10=-109(LC 2),11=-421(LC 9),2=-180(LC 12) Max Grav 10=41(LC 12),11=1827(LC 2),2=1034(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=773/80,3-4=-1342/575,4-5-11132/473,5-6=991/479,6-7=-258/485,7-8=-258/485, 8-9=-256/485 BOT CHORD 2-14=-66711195,13-14=-339/753,12-13=-339/753,11-12=-339f753 WEBS 5-14=0/256,6-14=-169/286,6-12=0/287,6-11=-1470/699,8-11=-503/326,9-11=-620/327 NOTES (8-11) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.ll;Exp C;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 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psi 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 380 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 109 Ib uplift at joint 10,421 Ib uplift at joint 11 and 180 Ib uplift at joint 2. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �+ 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the \\ v�7 S•K /// responsibility of the building designer per ANSI TPI 1 as referenced by the building code. \ •• •• ••C / 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. �\ �GEWSF ••�� 10)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 i 11)Use Simpson HTU26 to attach Truss to Carrying member i * , LOAD CASE(S)Standard / 34869 N i STATE OF �I1I1111 February 12,2014 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIT 73 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 far lateral support of individual web members only.Additional temporary bracing to insure stability during constructionis 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/T►Il Quality Criteria,DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Dive,Madison,WI 53719. Boynton Beach,FL 33435 Job Tmss Truss Type Qty Pty S:RGO 17817575 _7 548513 T14 Half Hip Truss 1 1 Joference o ional Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MTek Industries,Inc.Wed Feb 12 13:07:44 2014 Page 1 I D:X_O HfJ OoUgEaAmrgwV UAR OzlvF c-gYlukRe5XR?OZJDtTY4 V8B M bB WzKma00 ExR g8EzltD 2-0.0 5-7-12 5-44 6-7-12 6-6-0 7-2-4 s..=1r 56 7 ° 6 BWF2_ h, W3 3 2 1813 0 2 14 2 10 3.4- h, 11-0.0 17-7-12 24-1-1231.4-0 11-0.0 6-7-12 6-6-0 7-2-4 Plate Offsets(X,Y LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefi Ud PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 0.69 Vert(LL) -0.24 14-17 1999 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.59 14-17 1490 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.55 Horz(TL) 0.04 10 Na Na BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight:t831b FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-6 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing, Except: WEBS 2x4 SP No.3 7-0-6 oc bracing:14-17. SLIDER Left 2x6 SP No.2 1{r0 WEBS 1 Row at midpl 6-11,911 Burn.recommends that Stabilizers and required cross bracing be installed Burin truss=that accordance with Stabilizer Installation ouide. REACTIONS (lb/size) 10=-68/Mechanical,11=1717/0.3-8 (min.0-2-6),2=900/0-5-8(min.0-1-8) Max Horz 2=215(LC 12) Max Uplift 10=-123(LC 2),11=435(LC 9),2=-180(LC 12) Max Grav 10=63(LC 12),11=1845(LC 2),2=1030(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1022/22,3-4=1367/544,4-5=-1051/387,5-6=-901/407,6-7=-265/460,7-8=-265/460, 8-9=265/460 BOT CHORD 2-14---686/1234,14-19=-2151579,13-19=-215/579,12-13=-215/579,12-20=-215/579, 11-20=-215/579 WEBS 4-14=385/318,6-14=-261/445,6-12=0/268,6-11=-1398/626,8-11=-474/308,911=-629/358 NOTES (9-12) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuit=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.ll;Exp C;Enol.,GCpi=0.18;MWFRS (envelope)and C-C Extedor(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)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 123 Ib uplift at joint 10,435 Ib uplift at joint 11 and 1801b uplift at joint 2. \\ V `-'•/\.• / /// 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ..•••• • 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is theCENSE •'�� responsibility of the building designer per ANSI TPI 1 as referenced by the building code. J 10)Note:Visually graded lumber designation SP,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 34869 12)Use Simpson HTU26 to attach Truss to Carrying member / LOAD CASE(S)Standard - _- STATE OF .,//SAO N AL,•ti\`\�. February 12,2014 WARNING-Verify design Parameters and READ NOTES ON T11TS AND INCLUDED MITEK REFERENCE PAGE MB-7473 BEFORE USE. Design valid for use only with MTek connectors.This design a based only upon parameters shown,and is fa an individual building component. Applicability of design paromenters and proper incorporation of component's responsibility of building designer-not truss designer.Bracing shown Julius Lee PE. a far lateral support of individual web members only.Additional temporary bracing to insure stability during construction's the resporuibilirty,of the 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 ANSVTMI Quality CrIteda,DS6.89 and SCSI/6u9ding Component Boynton Beach,FL 33435 Safety Inlormxslion available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Orly Ply SARGO 548513 T15 Half Hip Truss 1 1 17817576 Job Reference tnptnnalt Builders FIWSaarce, Jacksonville,FI 32244 7.350 s Sep 27 2012 MTek Industries,Inc.Wed Feb 12 13:07:46 2014 Page 1 ID:X OHfJOoUgEaAmrgwVUAROzlvFc-dwtf87gL33F5odNGby7zDCRyAKjBERohhEwxC6zltD 2-0.0 6.11-5 60-11 24-1-12 67-12 5.60 7-2-4 4 sx3= a4 II m4= sxe= y,4 II 600 r 5 8 8 B 15 5x8 as 9 3 A ii 5x8 24 3xq- 3.4 3.4'11 3x4,0 611-5 13-0-0 167-12 24-1-12 31-40 611-5 60-11 67-12 5-60 7-2-4 Plata Offsets X Y: 12:0-4-9.0-0-13],[4-G-3-0,G-3-0], 5:080 0.2-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) Ildeft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.07 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.17 1415 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.04 11 Na n/a BCDL 10.0 Code FBC20107TPI2007 (Matrix-M) Weight:1971b FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-6 oc purlins, except end verticals. BOT CHORD 2x4 SP N0.2 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-12,8-11 SLIDER Left 2x6 SP No.2 180 MiTek g be installed recommends that Stabilizers and required cross bracin REACTIONS (Ib/size) 10=45/Mechanical,2=94210.5-8(min.0-1-6),11=1593/0-3-8 (min.0-2-2) Burin truss erection in accordance with Stabilizer Installation uide. Max Harz 2=248(LC 12) J 1 Max Uplift l0=-66(LC 8),2=-204(LC 12),11=-306(LC 9) FORCES Max Grav 10=163(LC 28),2=1082(LC 2),11=1614(LC 2) (Ib) ;�\\��" S.,:••<///�ji -Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. J \�iE S�• �� , TOP CHORD 2-3=-668/68,3-4=-1469/577,4-5=-1000/422,5-6=-506/272,67=-506/272,7-8=-5061272 BOT CHORD 2-15=-756/1319,14-15=-755/1320,13-14=-445/855,12-13=-445/855 i WEBS 4-14=-559/369,5-14=-160/488,5-12=-556/279,612=-3521215,8-12=-509/1113,611=-1525063, _� l 34869 610=-96/293 _ NOTES (9-12) 1)Unbalanced roof live loads have been considered for this design. T7 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cal.Il;Exp C;Encl.,GCpi=0.18;MWFRS N � ...... (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 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 nonconcurrent with any other live loads. bottom chord and any other members,with BCDL=10.0psf. 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 (� '•F�ORj�P �'\�� /V� '•...,.••' \ \� 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 66 Ib uplift at joint 10,204 Ib uplift at joint 2 and 308 Ib uplift at joint 11. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any 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 SP,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 February 12,2014 WARNING-Very fy design p.R ters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE sUr 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 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Julius Lee PE. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria.DSB-89 and BCSII Building Component 1109 Coastal Bay Safety brtormation available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Boynton BeaCh,FL 33435 JOG Truss Truss Type Ory Ply SARGO 17817577 548513 T16 Half Hip Truss 1 1 Job Reference(optional) Builders FirstSoume, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Feb 12 13:07:47 2014 Page 1 ID:X_Q HfJOoUgEaAmrgwVUAROzlvFc-57R 1 MSgzgMNyQnyS9geC mq_25kOTzwRrwufUlYzltD 2 0 0 ( 6 11 5 15-0-0 19-6-14 24-1-12 31-4-0 2-0.0 6-11-5 8-0.11 4-6-14 4�'i-14 aro u sm q'N «s s 2 n- I I A 1 1 13 12 1Y 20 21 10 sem II 4 II - - -1 7 = as= 6-11-5 15-0.0 24-1-12 31-4-0 6-11-5 8-0.11 9-1-12 7-2-4 Plate Offsets X Y: :0-4-1 0.1-9 4:0.4-0 0.3-0 110.3-8 0-30 12:0.2 0.0.0 LOADING(psf) SPACING 2-0-0 CSI DEFLin (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 0.84 Vert(LL) -0.22 11-13 >999 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.71 Vert(TQ -0.37 11-13 >787 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.60 Horz(TL) 0.04 11 Na n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:197 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 9-10,4-13,6-11,B-11 SLIDER Left 2x6 SP No.2 180 MiTek recommends that Stabilizers and required cross bracing be installed durina truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 10=-120/Mechanical,11=1814/0.3-8(min.0-2-7),2=882/0.5-8 (min.0.1-8) Max Horz 2=282(LC 12) Max Uplift 10=-165(LC 21),11=-338(LC 9),2=-191(LC 12) Max Grav 10=73(LC 28),11=1864(LC 2),2=1026(LC 2) `•• FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \vv �GENSF •`,�� TOP CHORD 2-3=6781101,3-4=-1357/515,4-5=-729268,58=-5851324,6-7=-140t335,7-8=-1401335 •7 i BOT CHORD 2-14=-76411244,13-14=-76311246,11-21=-335/140,10.21=-335/140 WEBS 4-14=0/278,4-13=-7281482,6-13=-376/800,6-11=-10511531,8-11=-838/458,8-10=-220/524 I 34869 ••• NOTES (9-12) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.ll;Exp C;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 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 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 �l'•,•F�QR'�P ,•••�\\� bottom chord and any other members,with BCDL=I O.Opsf. �+ (1 • •! \ 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. v •�i 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 165 Ib uplift at joint 10,338 lb uplift at joint 11 and 191 Ito / // I N M. uplift at joint 2. 8)"Semi-rigid pftchbreaks including heels"Member end fixity model was used in the anaysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any 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 SP,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 February 12,2014 WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE A1717473BEFORE USE. Design valid for use only with MiTek connectors.This designs based only upon parameters shown,and is for an individual building component. Applicability of design paromenters and proper incorporation of component is respombi ifity of building designer-not truss designer.Bracing shown Julius Lee PE. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 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 Alli l Qualtfy,CrMeria,056.89 and 80511 Building Component Boynton BeaCh,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onotho Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply SARGO 17817578 548513 T17 Common Truss 5 1 Job Reference optional) Builders FirstSour , Jacksonville,N 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Feb 12 13:07:48 2014 Page 1 ID:X QHfJOoUgEaAmrgwVUAROzlvFc-ZJ?PZohcbgVplwXeiN9RJ1XF870008 gYP1H?zltD z-ao 7-11-12 7-8-4 7-8-4 4-5.12 Sole•1:510 try= S e.ro Sim ° a m� e a5 3 qq 2 4 d 1 12 5 s e II N4 3e3= 3W= cram II 7-11-12 15-8-0 2344 27-10.0 7-11-12 7-84 7-84 4.5-12 Plate Offsets X Y: 1270-4-1,0-1-51,[4:0-4-0,D-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 0.75 Vert(LL) -0.09 10.12 >999 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -0.24 10.12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:155Ito FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-10-6 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-10.6-10 SLIDER Left 2x6 SP No.2 2-0.0 MiTek n truss erecti0rewmmends n thatn accordance with Stabilizer Installation uide.at Stabilizers and required cross bracing be installed Burii REACTIONS (Ib/size) 2=1100/0-5-8(min.0.1-9),8=986/0.5-6(min.0.1-8) Max Horz 2=164(LC 12) Max Uplift2=-259(LC 12),8=-201(LC 13) Max Grav 2=1300(LC 2),8=1158(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. GENSF•��/i TOP CHORD 2-3=-741/54,34=-1847/855,4-5=-1252/659,5-6=-1252/656,6-7=-1202/579,7-8=-1150/552 ` \ . BOT CHORD 2-12=-734/1584,11-12=-735/1582,10.11=-735/1582,9-10=477/1052 1 WEBS 4-12=0/289,4-10=-701/448,5-10=-254/564,6-9=419/290,7-9=-534/1176 74 '• NOTES (8-10) _ 34869 _ 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;End.,GCpi=0.18;MWFRS ••n ...... Ll (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 3)This truss has been designed for a 10.0 psf bottom chord live load nonconwrrent 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 ••• 1 bottom chord and any other members. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. •.F�OR��P .'- �\;� 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 259 Ib uplift at joint 2 and 201 Ib uplift at joint 8. / SS ••"•L �� \ 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. //////v N A 1•- \\\ 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, 9)Note:Visually graded lumber designation SP,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 LOAD CASE(S)Standard February 12,2014 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE i1IIl-74T3 BEFORE USE, Design valid far use only with MiTek connectors.This design a 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 buss designer.Bracing shown is far lateral support of individual web members only.Additional temporary bracing to insure stability during constructionis 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 Salah Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Boynton Beach,FL 33435 Job Truss Truss Type OtY Ply SARGO • 17817579 548513 T18 Common Truss 2 1 Job Reference o lona Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MTek Industries,Inc.Wed Feb 12 13:07:50 2014 Page 1 ID:X_OHfJOoUgEaAmrgwVUAROzIvFc-Vi69 Ujs7HmXHEglgoBvOScalx4rALEHcsu8LtrltD 2-o-0 7-11-12 7-8-4 7-84 7-11-12 SceN=1'56.5 d6= 5 800(12 2 Sa8 i BxtO 8 31 3 8 2 -101 01 12 11 10 spm II 2x1 II sm= as II a 3x6 II h�11 7-11-12 15-8.0 234-4 2 1-1 314-0 7-11-12 7-B4 7-8-4 9-8 7-2-4 Plate Offsets X :0.49 0.413 4:0-4-0 0-3-0 6:0-312 0-3-4 :04-1 0.0-1 11:040 0-3-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 0.79 Vert(LL) 0.08 9-19 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.19 11.12 >999 180 BCLL 0.0 Rep Stress Irau YES WB 0.34 Horz(TL) 0.05 9 Na Na BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weigh:164 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-7-12 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 411 SLIDER Left 2x6 SP No.2 180,Right 2x4 SP No.3 180 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation quids. REACTIONS (Ib/size) 2=1003/0.5-8 (min.0.1-8),9=993/0.3-8 (min.0.1-8),8=351/Mechanical Max Horz 2=125(LC 16) Max Upli82=-250(LC 12),9=-138(LC 12),8=-155(LC 13) \\ s\S S•K /�/ Max Grav 2=1186(LC 2),9=1163(LC 2),8=462(LC 28) \\ ....,•••�� / FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-710/110,34=-1642/807,45=-1024/608,5-6---1028/610,6-7=495/365,7-8=-313/174 + 1 1 BOT CHORD 2-12--59511371,11-12=59611368,10.11=-2731495,9-10=-270/494,8-9=-302/375 WEBS 412=0/293,4-11=-723/454,5-11=-225/398,6-11=-26/468,6-9=-689/322 ! 34869 NOTES (8-11) 1)Unbalanced roof live loads have been considered for this design. ...... = _ 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;End.,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 gnp DOL=1.60 + 3)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. STATE OF 4)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. S " ORiD P'. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. •••, \ 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 250 Ib uplift at joint 2,138 Ib uplift at joint 9 and 155 Ib uplift '////9/p N A,- \\\ at joint 8. \ 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 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. 9)Note:Visually graded lumber designation SP,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 11)Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S)Standard February 12,2014 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 poramenters and proper incorporation of component is respombility of building designer-not truss designer.Bracing shown Julius Lee PE. is fa lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 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 ANSIff%1 Quality Criteria,DSB-89 and BCSII Building Component Boynton Bea 334.15 So"Inlormallon available from Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719. Job Truss Trvas Type Qty Ply SARGO 548513 T19 Common Truss I 1 17817580 Job Reference o boor Builtlers FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Feb 12 13:07:512014 Pege 1 7,11-12 ID:X OHfJOoUgEaAmrgwVUAROzlvFc-zugYCgkUubuOvOFDOWBwg9InLP5voWOrWdhuKz@Ds 7-11-12 7-84 7-8-4 7-11-12 S tle=1527 d.s= 600 5x6 6x10 3 6 T 5vi R 6 3xd 1 7 B1 H B1 0 6 s.e II vd ad II Z.a II 3x8 II 7-11.12 i 15-8-0 2344 31-40 7-11-12 7-8-4 7-8-4 9-8 7-2-4 Plate Offsets X Y: 1:0-4-5 0.0.13 :0.4-0 0.3-0 50-3-12 0.3-4 :0-4-1 0.0.1 10:040 0.3-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Iden Ud PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 0.79 Vert(LL) 0.08 8-14 -999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.18 10.11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code FBC2010lTPI2007 (Matrix-M) Weight:161 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-2 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 74-11 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-10 SLIDER Left 2x6 SP No.2 1-6-0,Right 2x4 SP No.3 180 MiTek recommends that Stabilizers and required cross bracing be installed REACTIONS (Ib/size) 7=364/Mechanical,8=981/0.3-8 (min.0-1-8),1=896/0.5-8 (min.0.1-8) durin tru s erection in a9pordance with Stabilizer Installation guide. Max Harz 1=-106(LC 8) \\ Max Uplift7=-157(LC 13),8=-134(LC 12),1=-212(LC 12) / Max Grav 7=465(LC 28),8=1147(LC 2),1=1053(LC 2) \\-\``\�C S•(�. FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \�\ Vv• GENS \• TOP CHORD 1-2=-802202,2-3=-1667/830,3-4=-1035/619,4-5=-1039/620,5-6=-502/385,6-7=-296/161 F• •• BOT CHORD 1-11=-618/1396,10.11=-619/1393,9-10=-290/512,8-9=-287/511,7-8=-306/381 WEBS 3-11=0/296,3-10=-740/471,4-10=-235/402,5-10=-24/453,5-8=-883/313 * , 869 NOTES (8-11) 1)Unbalanced roof live loads have been considered for this design. _-U ry 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS =Tt .�th...... LL (envelope)and C-C Exterior(2)zone;C-C for members and forces 8 M WFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 r 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4U 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. •' 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. ••F�ORiDP .•••/w�`� 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 157 Ib uplift at joint 7,134 Ib uplift at joint 8 and 212 Ib uplift A"'• ��VV\� at joint 1. /O,V A\- \\\ 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. // \ 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. 9)Note:Visually graded lumber designation SP,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 ` 11)Use Simpson HTU26 to attach Truss to Carrying member LOAD CASE(S)Standard February 12,2014 WARNING-Very fy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 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 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Julius Lee PE. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component 1109 Coastal Bay Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719. Boynton BeaCh,FL 33435 Job Truss Truss Type Oly Ply SARGO 17817581 548513 T20 Common Truss 5 1 Job Reference o ions Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Feb 12 13:07:52 2014 Page 1 ID:X_Q HfJOoUgEaAmlgwVUAROzlvFc-R4EwPAk6fvOFWYgQxDENTthx1llmeE5a4ANFQ mzltD 4-5-12 7-8-4 7-84 7-11-12 Suk•tSOB 45= 3 B 00 r12 T 3 9 34 3 B�\ BI e 10 B B r SVB aB SII 3.4 4-5-12 12-2-0 19.10-4 27-10-0 45-12 7-84 7-84 7-11-12 Plate Offsets X L4:0-4-0.0-3-01,[&O-4-1.0-1-1] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb L/d PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 0.76 Vert(LL) -0.08 7-9 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.63 Vert(TQ -0.23 7-9 >999 180 BCLL 0.0 ' Rep Stress Iner YES WB 0.44 Horz(TL) 0.06 6 Na Na BCDL 10.0 Code FBC20107rP12007 (Matrix-M) Weigh:151 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-2-6 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 2-9.4-9 SLIDER Right 2.6 SP No.2 1-6-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 11=99010-5-8 (min.0-1-8),6=990/05-8(min.0-1-8) Max Horz11=-137(LC 13) Max Uplift 11=-202(LC 12),6=-220(LC 13) \\ s\S S•{{ �// Max Grav 11=1163(LC 2),6=1163(LC 2) �\ \ ...•,••`•••/ / ENS,, FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=1205/582,2-3=-1257/661,34=-1258/664,45=-1873/871,5-6=-910/221,1-11=-1154/555 \ i BOT CHORD 9-10=-382/1039,B-9=-055/1575,7-8=-655/1575,07=-654/1577 4 * ••, WEBS 2-10=420/291,3-9=-260/571,49=-718/464,4-7=0/289,1-10=-538/1180 _ r 34869 NOTES (8-10) 1)Unbalanced roof live loads have been considered for this design, 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=1 Oft;Cat.11;Exp C;End.,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 + 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. STATE OF 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 2-00 wide will fit between the bottom chord and any other members. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. •••V-• •••• \` 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 202 Ib uplift at joint 11 and 220 Ib uplift at joint 6. S /�` 7)"Semi-rigid pitchbreaks inducting heels"Member end fixity model was used in the analysis and design of this truss. //��/ N/'�y `\\\\ 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the J j))')�\\ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP,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 LOAD CASE(S)Standard February 12,2014 WARNING Verify design parameters and BEAD NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with M7ek connectors.This design B based only upon parameters shown,and is for an individual building component. Applicability of design paromenters and proper incorporation of component is resporubility,of building designer-not truss designer.Bracing shown Julius Lee PE. Is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responslA ity of the 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 ANSIfT911 Qua18y Cdterla,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Tens Plate Institute.583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply SARGO 7817582 548513 T21 Hip Truss 1 1 Job Reference o iona Bull-- FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Feb 12 13:07:54 2014 Page 1 ID:X_QHfJOoUgEaAmrgwVUAROzlvFc-OTMggsmMAWGzmr o3eGrYImGDYMx63CtXUsMVfzltD 4-8-0 4-6-15 4-5-3 4815 4.8-0 -1335 5.1ou = - 2 2 . ] 2 5 - 3 sir 600� 2 5.8 2 256 4 MW1 1s 28 29 30 1 31 32 l <.12 II 12 1 10 p 2.a II 015- 3.._ a.12 II 4-8-0 9-2-15 13-8-1 18-3-0 22-11-0 4-8-0 4815 4-5-3 4815 4-8-0 Plate Offsets X Y: 1:0-3-8 Ede :0.8-0 0-2-8 8:0.7-1 Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefi Ltd PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 0.78 Vert(LL) 0.26 10.12 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.32 10.12 -851 180 MT20H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.66 Horz(TL) 0.10 8 Na Na BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight:120 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.1'Except' TOP CHORD Structural wood sheathing directly applied or 2-8-6 oc purlins. T2:20 SP N0 .2 BOT CHORD Rigid ceiling directly applied or 4-1-9 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed SLIDER Left 2xB SP No.2 2-0.0,Right 2x6 SP No.2 2-0.0 during truss erection in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 1=1172/0-5-8 (min.0.1-10),8=1172/0.5.8(min.0-1-10) Max Horz 1=32(LC 5) Max Uplift 1=-985(LC 5),8=-985(L \ \ L+ C J Max Gv 1=1368(LC 2),8=1367(L 2 reC 2) � J f1� FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \G E N S� ••�� TOP CHORD 1-2=-832/638,2-3=-2137/1637,3-22=-2822/2213,22-23=-2822/2213,4-23=-2822/2213, \ i 424=-2822/2213,24-25=-2822/2213,5-25=-2822/2213,5-26=-185711467,26-27=-1857/1467, '• 1. 6-27=-1857/1467,6.7=-2134/1634,7-8=-837/641 / 34869 7[ BOT CHORD 1-13=-1412/1824,13-28=-1419/1627,28-29=-1419/1827,12-29=-1419/1827,12-30=-2177/2824, 11-30=-2177/2824,10.11=-2177/2824,10.31=-2177/2824,31-32=-2177/2824,9-32=-2177/2824, _ = 8-9=-1379/1822 l N WEBS 3-12=-958/1248,4.12=-472/339,5-10=-173/312,5-9=-1225/940,6-9=-637/734 NOTES (12-14) STATE OF 1)Unbalanced roof live loads have been considered for this design. ••�\ \ 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS S•'-.FC OR1D P. (envelope);porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. ////// // 0W A ��\\ 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. // 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 bottom chord and any other members. -6-0 tall by 2-0.0 wide will fit between the 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 985 to uplift at joint 1 and 985 Ib uplift at joint 8. 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 suffident to support concentrated load(s)59 Ib down and 1131b up at 4-8-0,59 Ib down and 113 Ib up at 6-8-12,59 Ib down and 113 Ib up at 8-8-12,59 Ib down and 113 Ib up at 10.8-12,59 Ib down and 113 Ib up at 12-2-4,59 Ib down and 113 It,up at 14-2-4,and 59 Ib down and 113 Ib up at 16-2-4,and 59 Ib down and 113 Ib up at 18-3-0 on top chord,and 132 Ib down and 216 Ib up at 4-8-0,47 Ib down and 66 Ib up at 6-8-12,47 Ib down and 66 Ib up at 8-8-12,47 Ib down and 66 Ib up at 10.8-12,47 Ib down and 66 lb up at 12-2.4, 47 Ib down and 66 Ib up at 14-2-4,and 47 Ib down and 66 Ib up at 16-2-4,and 132 Ib down and 216 Ib up at 18-2-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 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 SP,represents new lumber design values as per SPIE. CMJtRM ineer:Julius Lee PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach FL 33435 February 12,2014 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE WI-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 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and ICSII Building Component 1 109 Coastal Bay Safety Informaeon available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Boynton Beach,FL 33435 Job Truss Truss Type Qty Pty $ARGO 17817582 548513 T21 Hip Truss 1 1 Job Reference o lona Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Indusates,Inc.Wed Feb 12 13:07:54 2014 Page 2 ID:X_QHtJooUgEaAmrgwVUAROzlvFc-OTMggsmMA WGzmr_o3eGrYImGDYMx63CtXUSMVfzltD LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-3=-52,3-6=-52,6-8--52,14-18=-20 Concentrated Loads(lb) Vert:3=48(1`)6=-48(F)11=25(F)13=-84(F)9=-84(F)22=-48(F)23=-48(F)24=48(F)25=-48(F)26=<B(F)27=-48(F)28=-25(F)29=-25(F)30=-25(F)31=-25(F)32=-25(F) 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 Julius Lee PE. a for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the respontibillity,of the 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/f%1 Quality Criteria,DSB-89 and BCSII Building Component Boynton BeaCh,FL 33435 Solely lMarnallon available from Truss Plate Institute,583 D'Qnotrio Drive,Madison.WI 53719. Job Truss Truss Type O+Y Pty �1.b 548513 17817583 T� Hip Truss 1 erence o ions Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MTek Industries,Inc.Wed Feb 12 13:07:55 2014 Page 1 ID:X QHfJOOUgEaAmrgwVUAROzlvFc-sfw2lCn?xgOgN?Z dLn45WJTPylkrcWOm8bvl5zltD 6-8-0 4.9-8 4-9-8 6-8-0 Suk•1]85 4x5 3<= Y5= 3 8.0012 T1 Sxe i � 4 2 6 4 INri d q 10 B 5x6 8 3x9= MS= 3x9= 5:6 6-8-0 16-3-0 6-8-0 22-11-0 9-7-0 6-8-0 P1a+e offsets x v: 1:o-z-o ao•1z :o-5-9aalz LOADING(pso SPACING 2-0-0 CSI DEFL in (Ioc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 0.69 Vert(LL) 0.58 8-10 >472 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.54 8-10 >509 180 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.08 7 n/a Na BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:111 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-2 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-7-11 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 2-0.0,Right 2x8 SP No.2 2-0.0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide _ REACTIONS (Ib/size) 1=81910.5-8(min.0.1-8),7=819/0.5-8(min.0-1-8) Max Horz 1=-45(LC 10) Max Uplifll=-408(LC 9),7=-408(LC 8) S S Max Gray 1=962(LC 2),7=962(LC 2) \\\ \`�� .•••••. /`//�/ FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \ ,\v •. i TOP CHORD 1-2=-4421580,2-3=-1416/1564,3-4=-1198/1465,4-5=-1198/1465,5-6=-1416/1564,6-7=-442/580 \ •.' �GE�SF• •�� BOT CHORD 1-10=-1266/1186,9-10=-1414/1402.8-9=-1414/1402,7-8=•1266/1186 WEBS 3-10=-517/372,4-10=-375/169,4-8=-375/169,5-8=-517/372 1 NOTES (9-11) )c > 34869 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuh=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=18M;Cat.11;Exp C;EnU.,GCpi=0.18;MWFRS ••• LL (envelope)and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate 11"�1 grip DOL=1.60 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 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 6)All bearings F�OR1D P' ••\G\\\ bottom and any other members. are assumed to be SP No.2 crushing capacity of 565 psi. j��/� 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 408 Ib uplift at joint 1 and 408 Ib uplift at joint 7. 1 r Y l"'� \\\ 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. /// 0 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 SP,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 February 12,2014 77 WARNING.Ver((y design Parameters and READ NOTES ON TNIS AND INCI.ODED MITEK REFERENCE PAGE W1_7473 BEFORE USE. Design valid for use any with MTek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design pargmenters,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 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Julius Lee PE. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSA-89 and 8CSIl Building Component 1109 Coastal Bay Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Boynton BeaCh,FL 33435 VV m CD os 'v • r �/ m f m' n' v z Z > x CA 0 p r ... W � m N A I I 0 02 O 1� 0C2)Q�^ CQ(DSQ�n.m= CCDQSCCCQ D cr Q 0 u C C C 273n:3 oc'17 CD(QONOnQDSO7 D� r Q ; ^ aQ° pO 7 a N Q7Z �Qn p6mQ3a� m : -oooN O ° _°� °-°-Cn '"�" CDC °- �N CD Q C O QO ' p O Q ,�„ O Q rn OL C):: � ID ��(CD Z GOON ry ONS v � j ��QQO ? i �no'OC? CDO nQ —07 Q � (p � 7 ° nQ O O CD O (DC� � D CCDDQQQ- U:3 083 - Qn c�o � 3 _. Ccr5,a- NCD CUn �c) CD Q mn <DQ-.O � 7Q O O p �o. O Qo °N o QQo:E o o3CD,CD a � m oR N o J:3Qa Z QQ7 n� <° Q � Q 7 � 0 o5.Dm c o0 CDQ mX ? 70 pp CD < a Qn �p v <D m'gQ � � �o,� m o0� � � Q'Q o m oCD X Q - 9-- D cQo � Q c c Q° a QCD NN < Q O C° n3 O (Q CD z= =a0 TOP CHORD —�wA n O 30 moz °D ct-a C� Q v Pm mCN 11 CA CA 0 w Cn m O Z �o H v a C Q AZA (D rz m 0 C wrnWvmi -° n �z mC) n � � A N N.Z7��7 O O my -m O OD p n r c—, v mm Nm w m - CT Q (D N- D ti r W2-7 O N = 70 CD �_ fll 70 w a 70 O v p z � N V ' N /� ^ O D N < m Z 3 nN iii1/ N C) A D T OD 2 '�T-< Ol A 0, O 2v nn ✓V• r, 3 nwi oA " m Cn a cQ o W D �' m O m 7 f W o� N ® z z= rt G ~m (D v o, W D O AA rn w n y r VC4-5 Cr 7 ? x O ° Cp mo N X ~ (D y nOm CD Cn m TOP CHORD a (L V P (r Q O `O QD V P N A W N Q _ o m > >: n Nn Nc sc �o oo`� n oa-o '^z 0-3 f-, as Do omc N oo (� pp v c om c oa C zN 77N 7 �o o ao ° ° m7 07 CD„ nµ° = o .° n< p°� °� co0, < 3.<� °a m° 3 v m j o n ,cm m �o °off n0° o °O m 3 0o m(Do m'` ohm sm o0 7_<0 °ao m mma °x 79 Q o � o N �x o 3 n 3m �cc^n o c° 3 CD a O y o 7 7 7 0. a CD 'c^ °'(D O _. _.-° (D 7 O C °CD N Cr 7 CD o 6 m o N N 7 O O 0 pc nm� m �0 ° O a� 20 ° <° mN n0 33 m3 a m3D. o° 2cD xo O T c3 mo=o 7 0 00 7 mo oc � a UQ °m ao7 fD m CT0 °� ° a, �3 Q — O (D ° N wQ1 °o Cl 7° O _ N CD 7 ° w7 aM -� (O a7 ° ('po O 07 Q° 5"N D CD U �; < m om 0. o �o a 7 _7 c m Q a7 7N o�o— 07 z3 mo 'U oo CD o-� s °'c ooO o Q ccD 0 '-2 o� aa° °m °?o ° 0-ccc 7m o° am cc (D o CD 3 o m s ° ro 0 m e o 0- o m 0 a m o 0 3 a a Q c o a o o n a 0 ?m N 9.q a �. O (� ..t S.0 m„ mo = m o m° o 0o ate., N 3 of- Q70 'm� � .07 aoa�. °� ^ ° n C �3 ° °N >- D7 C».n° 3 O, d= '<0 0 �0 Q co mcc(° Q O i.f c' �a ��3 m m m oo Qm m°n ma m 6 y�o < N °° m g7 � 0 C CD °.6 N 3 ao ?a � >C foo �� .m z° ° ma a3 CD o � Q o 0 7 7 � o � o °°° 2.0- 0(4 o� m m o o ,^ ma � G)a ° o m >� �a2 0 0 7 Qo <m'� (D „ O 7� DO �; ° n SN �n 7(D CD QO CZi�Q �� W ° 0S W �° N_ `G Q (°0 D.G -° u 7 ° ° C.O fD° 7 n 7 GZ J 7 (D <S 00 _Q 7 C-N R g 3 a R. ° o m m o o g o 0 �o m o ° o m a� -0 °� a ° C D n 0- �.N d (D U CD '° ° a N a -R 7 Q. o O S M, 7 c µ° r^N3 Ln (� `V N° �c o f � o o �m = a� ? o ° ° ,° o c^7a 3 m m0 rt CD o° m o o a ° �„ o� 0 3 a (D °� "m oma w ` 00 7n 0 00 ° a T. CD LT�� m — ° < ° �° y O Z s mo D m 0 3 mn ° N �0 CD o 0 �, a� 0 70 3 (D — O s(D 3 rt Q m M N August 10, 2010 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY ST - T-BRACE 2 MiTek Industries,Chesterfield,MO Page 1 of 1 Note:T-Bracing/ I-Bracing to be used when continuous lateral bracing O 00 is impractical. T-Brace/ I-Brace must cover 90% of web length. O 00 11 Note: This detail NOT to be used to convert T-Brace/ I-Brace webs to continuous lateral braced webs. MiTek Industries, Inc. _ Nailing Pattern Brace Size T-Brace size Nail Size Nail Spacing for One-Ply Truss Specified Continuous 2x4 or 2x6 or 2x8 10d 6"o.c. 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 MI-Brace Nails Brace Size for Two-Ply Truss Specified Continuous Rows of Lateral Bracing SPACING Web Size 1 2 k 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace A_ 2x6 2x6 T-Brace 2x6 I-Brace WEB 2x8 2x8 T-Brace —A2x8 I-Brace k -A T-Brace/ I-Brace must be same species and grade (or better) as web member. T-BRACE S. �J . �\CENSF Nails Section Detail :Z N 34869 �_T-Brace ��0 . 6/22/11 cv; STATE OF Web i FCORV' /s/o NIA- Nails 110 9 COASTAL BAY BOYNTON BC, FL 33435 Web I-Brace Nails/ FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL ST-VALLEY HIGH WIND1 0� ® MiTek Industries,Chesterfield,MO Page 1 Of 1 DOGENERAL SPECIFICATIONS O O 00 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. ---, -- --- -- T,--- — —rte-- --- �' ii i, n n b p VALLEY TRUSS TYPICAL BASE TRUSSES'i VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P F12 OR GIRDER TRUSS SEE DETAIL A BELOW(TYP.) SECURE VALLEY TRUSS W/ONE ROW OF 10d WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 146 MPH NAILS 6"O.C. WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT=30 FEET ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 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 P$$F MAX SPACING=24"O.C.(BASE'w*Ab lL l MINIMUM REDUCED DEAD LO/aID1O0�q&FS. ON THE TRUSSES \v,..•••. �i \_`CENSE' \ * N 34869 Z-0 Qf _�0 9/1 W= ,O STATE OF DETAIL A i S F�ORIDP •'``�j�� (NO SHEATHING) //, CONAL N.T.S. 1109 COASTAL BAY BOYNTON BC, FL 33435 JANUARY 1, 2009 LATERAL TOE-NAIL DETAIL :EST-TOENAIL-SP MiTek Industries,Chesterfield,MO Page 1 of 1 00 N1.OTES: OD MUST HAVE LFULL WOOD SUPPORTL BE DRIVEN AT AN . DEGREESLE OF 45 (NAIL MUST BE DR WITH THE MEMBER ANEN THROUGH AND 0 0o EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 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. THIS DETAIL APPLICABLE TO THE TOE-NAIL SINGLE SHEAR VALUES PER NDS 2000(lb/nafll) THREE END DETAILS SHOWN BELOW DIAM. SYP DF HF SPF 0 .131 88.0 80.6 69.9 68.4 Z 135 93.5 85.6 74.2 72.6 VIEWS SHOWN ARE FOR O ILLUSTRATION PURPOSES ONLY ;� .162 108.8 99.6 86.4 84.5 M C7 .128 74.2 67.9 58.9 57.6 50.3 0 .131 75.9 69.5 60.3 59.0 51.1 SIDE VIEW N .148 81.4 74.5 64.6 63.2 52.5 3 NAILS C'' NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE-NAIL. NEAR SIDE APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. NEAR SIDE EXAMPLE: (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(Ib/nail)X 1.15(DOL)=291.5 Ib Maximum Capacity ANGLE MAY ANGLE MAY ANMAY VARY FROM VARY FROM VARY FROM 30°TO 600 30°TO 60° \ 30°TO 60° 45.00° 45.00° 45.000 \\��111111f��7, vs......... ' .< `''�,�CENSF N 34869 g� 0 '' 6/22/11 ((/; STATE OF RC ORO- ////s�0 N A`\�\\\\�. 1109 COASTAL BAY BOYNTON BC, FL 33435 FEBRUARY 8, 2008 LATERAL BRACING RECOMMENDATIONS ST-STRGBCK MiTek Industries,Chesterfield,MO Page 1 of 1 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, a 2x6 "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET MiTek Industries, Inc. ALONG A FLOOR TRUSS. 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. USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL WITH(3)-10d NAILS INSERT WOOD SCREW THROUGH OUTSIDE SCAB ANCHOR TO ATTACH WEB WITH(3)-10d NAILS SCAB"x 3") FACE OF CHORD INTO EDGE OF STRONGBACK TO TOP CHORD (0.131"x 3") (DO NOT USE DRYWALL TYPE SCREWS) ATTACH TO VERTICAL WEB WITH(3)-10d NAILS (0.131"x 3") BLOCKING BEHIND THE ATTACH 2x4 VERTICAL TO FACE VERTICAL WEB IS OF TRUSS. FASTEN TO TOP AND ATTACH TO CHORD 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.) USE METAL FRAMING ANCHOR TO ATTACH ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE TO BOTTOM CHORD WEB WITH(3)-10d NAILS SCAB WITH(3)-10d NAILS FACE OF CHORD INTO EDGE OF (0.131"x 3") (0.131"x 3") STRONGBACK(DO NOT USE DRYWALL TYPE SCREWS) TRUSS \ 4-0-0 WALL BLOCKING ` \\111111// STRONGBACK \�� ````S � S. (TYPICAL SPLICE) (BY OTHERS) (BY OTHER, ��v..•• •.� • �J . \CEN SE' .�� * N34869 __ �� 6/22/11 W� STATE OF �� THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, i !�CORIDP.•'' DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4'-0"LONG �i� s `J�� SCAB CENTERED ON THE SPLICE AND JOINED WITH (12)- 10d NAILS �� CONAL � (0-131"x3") 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) STANDARD PIGGYBACK ST-PIGGY-7-10 FEBRUARY 14, 2012 TRUSS CONNECTION DETAIL MiTek Industries,Chesterfield,M ��] ® MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E =0D MAX MEAN ROOF HEIGHT=30 FEET MAX TRUSS SPACING=24"O.C. CATEGORY II BUILDING —�oo EXPOSURE B or C ©�� ASCE 7-10 DURATION OF LOAD INCREASE:1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES MiTek Industries, Inc. TRANSFERING DRAG LOADS(SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN E WITH(2)0.131"X 3.5"TOE NAILED. B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. C-PURLINS AT UNLESS SPECIFIED CLOSER ON JOINT TRUSS DESIGN G DRAW NG. p CONNECT TO BASE TRUSS WITH(2) 0-131"X3.5"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 Fl 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 2.WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM 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 REO.REGARDLESS OF SPAN) B D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB CONNECTION PER NOTE D ABOVE This sheet is provided as a Piggyback connection detail only.Building Designer is responsible for all FOR ALL WIND SPEEDS,ATTACH MITEK 3X6 20 GA Nail-On PLATES ER. permanent bracing per standard engineering practices or EACH FACE OF TRUSSES AT 48"O.C.W/(4)0.131"X 1.5"PER MEMBErefer to BCSI for general guidance on lateral restraint STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5"EDGE DISTANCE. and diagonal bracing requirements. VERTICAL WEB TO FOR LARGE CONCENTRATED LOADS APPLIED �� EXTEND THROUGH TO CAP TRUSS REQUIRING A VERTICAL WEB: ��_`�,� .• ""'•••�� BOTTOM CHORD OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS *i MUST MATCH IN SIZE,GRADE,AND MUST LINE UP _ AS SHOWN IN DETAIL. - * N 34869 2) ATTACH 2 x_x 4'-0"SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131"X 3")NAILS SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH W- VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) 3/ 9/1 12 (MINIMUM 2X4) Q 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM STATE OF CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW i FCORIDP' BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, '�`SAO OW, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. //011111110 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH 110 9 COASTAL BAY THE PIGGYBACK AND THE BASE TRUSS DESIGN. BOYNTON BC, FL 33435 FEBRUARY 14, 2012 Standard Gable End Detail ST-GE130-001 Typical x4 L Brace Nailed To MiTek Industries,Chesterfield,MO Page 1 of 2 2x_Verticals W/10d Nails,6"D.C. F-1 Stud Vertical Stud Common s DIAGONAL BRACE MiTek Industries, Inc. 16d Common DISECTION B-B Wire Nails AGONAL BRACE Spaced 6"O.C. 4' 1--� (2)-10d Common 2x6 Stud or TRUSS GEOMETRY AND CONDITIONS Wire Nails into 2x6 2x4 No.2 of better -0"O.C.MAX SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace 12 Nailed To 2x Verticals SECTION A-A 2xa stud w/(4)-10d Common Nails A Varies to Common Truss SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST A DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH(2)-10d NAILS AT EACH END. ** ATTACH DIAGONAL BRACE TO BLOCKING WITH B B 3x4= (5)-10d COMMON WIRE NAILS. (4)-8d NAILS MINIMUM, PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK * -Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B 2a"Max NOTE: Roof Sheathin 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND / WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1'-3" 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. (2) 1/ ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT (2)-10d NAILS BRACING OF ROOF SYSTEM. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB / OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF / DIAPHRAM AT 4'-0"O.C. �rUS S @ 24" O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL / BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. (REFER TO SECTION A-A) ala Brace / DIAGONAL BRACE SPACED 48"O.C. 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. g' /ATTACHED TO VERTICAL WITH(4)-16d 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. at 1/3 point COMMON WIRE NAILS AND ATTACHED 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed TO BLOCKING WITH(5)-10d COMMONS. TYPE TRUSSES. End Wall HORIZONTAL BRACE (SEE SECTION A-A) Minimum DIAGONAL 2 DIAGONAL Stud Without 1x4 2x4 BRACES AT Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length \� 2x4 SPF Std/Stud 12"O.C. 4 0 7 4 3 2 6 0 4 8_0_15 0 15 12-1-6 J�'• CEN 2x4 SPF Std/Stud 16"O.C. 3-7-0 3-8-4 5-2-10 7-1 15 10-8-15 L� SF 2x4 SPF Std/Stud 24"O.C. 2 11 1 3-0-2 4-3-2 5-10 N 34869 Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces — attached to both edges. Fasten T and I braces to narrow edge 3/29/12 W of web with 10d common wire nails 8in D.C.,with 3in minimum end distance. Brace must cover 90%of diagonal length. STATE OF MAX MEAN ROOF HEIGHT=30 FEET CATEGORY II BUILDING EXPOSURE B or C s�O NIA`,`��\\` ASCE 7-98,ASCE 7-02,ASCE 7-05 130 MPH 11 0 9 COASTAL BAY ASCE 7-10 160 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION S BRACING IS BASED ON MWFRS. BOYNTON BC, FL 33435 FEBRUARY 14, 2012 Standard Gable End Detail SHEET 2 F-7= ® MiTek Industries,Chesterfield,MO Page 2 of 2 DEE[] ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD Trusse 0 DD tR ACE 2x6 DIAGONAL BRACE SPACED 48"O.C. El -A) ATTACHED TO VERTICAL WITH(4)-16d COMMON WIRE NAILS AND ATTACHED MiTek Industries, Inc. Roof SheaTO BLOCKING WITH(5)-10d COMMONS. IT IS THE RESPONSIBILITY OF THE BLDG DESIGNENAIL DIAGONAL BRACE TO THE PROJECT ENGINEER/ARCHTECT TO DESIGN PURLIN WITH TWO 16d NAILS CEILING DIAPHRAGM AND ITS ATTACHMENT TO T TRUSSES TO RESIST ALL OUT OF PLANE LOADS T \MAY RESULT FROM THE BRACING OF THE GABLE \ 2X 4 PURLIN FASTENED TO FOUR TRUSSES WITH TWO 16d NAILS EACH.FASTEN PURLIN \ TO BLOCKING W/TWO 16d NAILS(MIN) Diag. Brace \ PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES at 1/3 points SUPPORTING THE BRACE AND THE TWO TRUSSES if needed \\ ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH(2)-10d NAILS AT EACH END. ATTACH 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 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) MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE / VALID AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. AN ADEQUATE DIAPHRAGM OR OTHER METHODOF BRACING MUST STRUCTURAL BE PRESENT TO OTTOM GABLE TRUSS / CHORD TO RESIST ALL I OUT OF PLANE LODE FULL LATERAL SR�Pp T�/�Tr(yC�SHOWN IN THIS DETAIL IS FOR THE VERTICAL/S,TODI,,36Y.s K �J . �\CENSF NOTE:THIS DETAIL IS TO BE USED ONLY FOR / * ' RZO 9 STRUCTURAL GABLES WITH INLAYED — STUDS.TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. W 3/29/12 STATE OF STANDARD / �� FCORIDN GABLE TRUSS /,/0 N ALI��`� 1109 COASTAL BAY BOYNTON BC, FL 33435 TECHNICAL BULLETIN April 2010 by Weyerhaeuser Bulletin TB-300 Multiple-Member Connections for Side-Loaded Beams with Concentrated Loads Table 1: Maximum Concentrated Load Applied to Beam - Bolt or Nail Connection (lbs)(11 Hanger '/z"o or%"o Bolts(3T4) 16d (0.148"x 3'/d") Nails Beam Configuration Bolt #Bolts #Nails Type Diameter(2) 2 4 6 8 6 12 18 24 0.5 2,100 4,200 6,300 8,400 3 ply 1'/a" FACE 2,125ts� 4,250is� 6,370(51 8,495(5) (51/4" Beam) 0.75 3,060 6,120 9,180 12,240 > 0.5 760 1,525 2,285 3,050 TOP s1 st 0.75 930 1,860 2,790 3,720 1,060e� 2,125 3,185s> 4,250 31/2"+ rr 3 rr FACE - ___ - - (51/4" Beam) ; ;- 0.5 1,050 2,100 3,150 4,200 TOP 0.75 1,530 3,060 4,590 6,120 1,060 2,125 3,185 4,250 FACE 0.5 2,100 4,200 6,300 8,400 / (51/4" Beam) TOP 2,125"' 4,250,51 6,370") 8,49515) 0.75 3,060 6,120 9,180 12,240 FACE 0.5 1,400 2,800 4,200 5,600 4-ply 1%" 0.75 2,040 4,080 6,120 8,160 (7" Beam) 7 20.5 675 1,355 2,030 2,710 TOP 0.75 825 1,655 2,480 3,305 0.5 2,800 5,600 8,400 11,200 FACE 2,830") 5,665") 8,495"' 11,330(5) 2-ply 1'/d"+ 31/2" � 0.75 5,025 10,050 15,070 20,095 (7" Beam) 0.5 935 1,865 2,800 3,735 TOP 945151 1,890(') 27830") 3,775") 0.75 1,360 2,720 4,080 5,440 2-ply 3'h" FACE/ 0.5 1,720 3,440 5,160 6,880 (7" Beam) TOP -- 0.75 2,480 4,960 7,440 9,920 2-ply 10.5 1,015 2,030 3,050 4,065 '/4"+31/2" FACE/ (7" Beam) =' TOP --- --- -- 0.75 1,240 2,480 3,720 4,960 FACE 0.5 1,720 3,440 5,160 6,880 -- --- --- -- 2-ply 1%"+31/2" 0.75 2,480 4,960 7,440 9,920 (7" Beam) 0.5 675 1,355 2,030 2,710 TOP _ 0.75 825 1,655 2,480 3,305 5'/d"+ 13/d" FACE! 0.5 2,800 5,600 8,400 11,200 (7" Beam) TOP 2,830") 5,665(51 8,495(') 11,330(51 0.75 5,025 10,050 15,070 :20,095 1. See page 4 for table General Notes,connection details and beam depth limitations. 2. Washers required. Bolt holes to be 9/16"maximum for 112"bolts, 13/16"maximum for 3/4"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 required nails shown must be installed from side opposite hanger. 6. Number of required nails shown must be installed from hanger side.Additionally, install half the number of required nails from side opposite hanger. Page 1 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com Weyerhaeuser,iLevel,MICFOIIam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company.All rights reserved. Im TECHNICAL BULLETIN m April 2010 Bulletin TB-300 by Weyerhaeuser Table 2A: Maximum Concentrated Load Applied to Beam -Wood Screw Connection (lbs)1'1 Fastener Type :Le:ngth:Ejj USP WSW870 pson SDS Hanger Beam Configuration Type #Screwscrews 4 6 6 8 ' FACE 131 3'/i' 1,435 2,870 4,305 0 6,120 8,160 3-ply 19/4" (51/4' Beam) TOP 12) 31/2" 720 1,435 2,155 0 3,060 4,080 FACE 3'/z' --- --- 31/2"+1 -- -31/2"+19/4"(51/4" Beam) TOP PIT, 1a1 31/2' 720 1,435 2,1550 3,060 4,080 31/2"+1%" FACE I , � 3/Z' 1,435 2,870 4,305 5,740 2,040 4,080 6,120 8,1 60 (51/4" Beam) �i TOP 131 � a FACE 12) 6"c5) 1,055 2,110 3,165 4.220 1,360 2,720 4,080 5,440 4-ply 1%" (7" Beam) ' TOP 121 6"(5) 705 1,405 2,110 2,810 905 1,815 2,720 3,625 31/2 1,915 3.825 5,740 7,655 2,720 5,440 g8,16O ,880 FACE 131 6..ts> 2,110 4,220 6,325 8,435 2,720 5,440 ,8802-illy 13/a"+31/2" (7" Beam) 1 I ' 121 31/z" 640 1,2751915 2,550 905 1,815 625 3 TOP 6^c5) 705 1,405 2,110 2.810 905 1,815 2,720 3,625 2-ply 31/2" FACE/ 6„c5, 1,055 2,110 3,165 4,220 930 1,860 2,785 3,715 (7" Beam) TOP 121 2-ply 19/4"+31/2" I FACE1 si 1,055 2,110 3,165 4,220 1,360 2,720 4,080 5,440 I TOP 13) 6„ (7" Beam) € , I 't FACE(4) 6"t5t 1,055 2,110 3,165 4,220 930 1,860 2,785 3,715 2-ply 1%"+ ',31/2" 1 (7"Beam) 1 ' TO p(4) 6"`57 705 1,405 2,110 2,810 905 1,815 2,720 3,625 i 51/4"+19/4" FACE! 3' ' 1,915 3,825 5,740 7,655 2,720 5,440 8,160 10,880 (7" Beam) TOP 131 /2 1. See page 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 hanger side only. 5. 6"SDS or WS screws can 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.iLeveli.com AWeyerhaeuser,il-evel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company.All rights reserved ■ amTECHNICAL BULLETIN April 2010 by Weyerhaeuser Bulletin TB-300 Table 2B: Maximum Concentrated Load Applied to Beam -Wood Screw Connection (lbs)(') Wood Hanger Connection Name Beam Configuration g Screw TrussLok Type Length #Screws 2 4 6 8 g 3-ply 1'/a" � FACE t I 3'/„ 1,600 3,205 4,805 6,410 4"Beam) TOP(2) 3%" 800 1,600 2,405 3,205 3'/2"+13/4" FACE 33/a" - (5'/4"Beam) TOP tot 33% 800 1,600 2,405 3,205 {I� 3'/2"+13/4" FACE f (5'/d'Beam) -i TOP tat 33/a' 1,600 3,205 4,805 6,410 r 4-ply 13/4" FACE tit 5",63/4" 1,160 2,320 3,480 4,640 (7"Beam) � ` TOP tet 5",63/4" 775 1,545 2,320 3,095 FACE tat 3% 2,135 4,270 6,410 8,545 2-ply 13/4"+ 31/2" 5",63/4" 2,320 4,640 6,960 9,280 (7" Beam) TOP tet 33% 710 1,425 2,135 2,850 5", 63/4" 775 1,545 2,320 3,095 2-ply 3'/2" FACE/ (7" Beam) �. TOP tzt 5",63/.' 1,160 2,320 3,480 4,640 71 2-ply 13/4"+31/., FACE/ 3 (7" Beam) TOP tat 5",6/4" 1,160 2,320 3,480 4,640 i FACEtat 5",63/4" 1,160 2,320 3,480 4,640 2-ply 13/4"+3'/2" j (7"Beam) TOP tat 5", 63/" 1,160 2,320 3,480 4,640 5'/4"+ 13/a" t FACE/ (7" Beam) TOP tat 5", 63/4" 2,320 4,640 6,960 9,280 �I 1. See page 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 hanger side only. Page 3 of 8 CONTACT US - 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com w 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 TECHNICAL BULLETIN rum 01 April 2010 Bulletin TB-300 by Weyerhaeuser Table 1, 2A, 2B General Notes • Connections are based on NDSB 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 31/2") nails installed in the hanger. Other nails used for face mount hanger installations invalidate the capacities in these tables. • Verify adequacy of beam with all loads applied by using iLevel software or other methods. • See the iLevel Trus Joist®Beams, Headers, and Columns Specifier's Guide (#TJ-9000)for required connections for uniform side loads. Bolt or Wood Screw Connection Details ■ '/2" bolts-9/16" o maximum holes a a ■ 3/4" bolts-13/16" o maximum holes • Lead holes not required for wood screws v v C4(,ty Ld Conc.Load °° Conc.Load Conc.Load 00 N M 1 • UJ CJ d N d 2 Fastener 4 Fastener 6 Fastener 8 Fastener Pattern Pattern Pattern Pattern Min. Beam Depth: Min. Beam Depth: Min. Beam Depth: d=7'/."for 1/2" o bolts d=9'/a"for 1/2"o bolts d= 11'/a"for'12" o bolts d=9'/d'for 3W' o bolts d= 14"for'/."o bolts d= 16"for'/."o bolts Conc. Load Nailed Connection Detail • • *STAGGER NAILS TO PREVENT SPLITTING 16d Sinker (typ) 1 '/2 9" (0.148" x 3'/4') �L6 Nail Patternl� 12 Nail Pattern 18 Nail Pattern Page 4 of 8 24 Nail Pattern 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. ■ TECHNICAL BULLETIN by Weyerhaeuser March 2010 Table 3: Allowable Capacities of 5'/4" Beams with Bolt Connections Bolt Conn. Beam Depth Dia. Loc. 71/4" 91/41, 91/2" 111/4" 117/8 14" 16" 18" 20" 24" Max '/2" <5d 6,235 6,545 8,755 9,560 12,345 15,005 Shear >5d 10,150 10,500 12,950 13,825 16,800 19,600 J (lbs) %1 <5d 3,995 4,260 6,210 6,940 9,510 12,015 >5d 8,750 9,100 11,550 12,425 15,400 18,200 c 2 10,605 15,295 15,685 23,905 32,760 42,265 1/2 4 9,355 13,470 13,730 20,915 28,725 37,250 Max 6 9,350 13,470 13,730 20,910 28,725 37,245 Moment 8 13,510 20,575 28,275 36,685 (ft-1b) 2 10,600 15,290 15,685 23,900 32,755 42,260 4 9,900 14,215 14,195 21,490 29,020 37,225 6 29,015 37,220 8 36,655 Max '/2" <5d 2,745 4,445 4,665 6,240 6,810 8,795 10,690 12,610 14,545 18,440 Shear >5d 5,235 7,230 7,480 9,225 9,850 11,970 13,965 15,960 17,955 21,945 J (lbs) 3/4 <5d 1,455 2,845 3,035 4,425 4,945 6,775 8,560 10,390 12,250 16,040 J >5d 4,240 6,235 6,485 8,230 8,855 10,975 12,970 14,965 16,960 20,950 9 2 9,960 16,220 17,105 23,990 26,730 36,385 46,670 58,130 70,740 99,375 1/2. 4 9,025 14,305 15,065 21,000 23,385 31,905 41,130 51,535 63,100 89,670 o Max / 6 14,305 15,060 20,995 23,385 31,905 41,125 51,530 63,100 89,670 Moment 8 20,660 23,010 31,405 40,510 50,795 62,250 88590 (ft-1b) 2 9,950 16,210 17,100 23,985 26,725 -3-6,380 46,665 58,125 70,740 99,370 To- 3/11 4 15,145 15,895 21,710 24,030 32,235 41,105 51,120 62,285 88,015 6 8 32,230 41,100 51,115 62,280 88,010 40,475 50,335 61,335 86,745 Max '/s" <5d 4,520 4,745 6,350 6,930 8,950 10,880 12,830 Shear >5d 7,360 7,615 9,390 10,025 12,180 14,210 16,240 J (lbs) 3/4" <5d 2,895 3,090 4,505 5,030 6,895 8,710 10,575 U) ?5d 6,345 6,600 8,375 9,010 11,165 13,195 15,225 © 2 18,090 19,080 26,760 29,815 40,740 52,430 65,495 �/2 4 15,960 16,805 23,420 26,085 35,725 46,205 58,065 m Max 6 15,955 16,800 23,420 26,080 35,725 46,205 58,060 Moment 8 23,045 25,665 35,165 45,510 57,235 a (ft-lb) 2 18,080 19,070 26,755 29,810 40,735 52,425 65,490 s/4 4 16,890 17,730 24,215 26,805 36,095 46,180 57,600 6 8 36,085 46,170 57,595 45,470 56,715 Table 3 General Notes • Connection location refers to distance from face of bearing to centerline of connection, where d is the beam depth. Less than 5d refers to connections located less than five times the depth of the beam from the face of bearing. • Shear reduction has been taken in accordance with NDS 3.4.3.3. • All values shown are for 5'/4"widths. Multiply by 1.33 for 7"wide beams. • 9'/4'and 11'/4'TimberStrand°LSL are 1.3E grade, all other depths are 1.55E grade. Page 5 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com w 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. TECHNICAL BULLETIN March 2010 by Weyerhaeuser Bulletin TB 300 Connection Design Example Given the floor framing shown below, specify the necessary connections for the a 3-ply Microllamc 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. Brig. (Typ.) mi r 3-13/4" x 14" Microllam' LVL Beam, Flush Additional Connection - - - - Required for r - - - - — -- - Concentrated Face Mount Hanger with 5,000 lbs Reaction i Load r— 2- 13/4" x 14" 14" Floor Joists @ 24" o.c., Typ. Microllam LVL Beam, Flush ` - - - - - 4'-0" LU 15'-0„ Partial Framing Plan Page 6 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com w 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. ■ TECHNICAL BULLETIN by Weyerhaeuser March 2010 Solution: �� .. . WBulletin TB-300 ■ Use the iLevel Trus Joist®Beams, Headers, and Columns Specifier's Guide (#TJ-9000)to select a connection for the uniform loading. Multiple options exist that meets or exceed the 500 plf requirement: — 2 rows of diameter bolts at 16"on-center(570 plf) — 2 rows of USP WS35 wood screws at 16"on-center(540 plf)on each side of beam — 2 rows of SDS %<"x 3'/"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 1W member and face mount hanger. Again, multiple options exist that exceed the 5,000 Ib load requirement: — %"diameter bolts in a 6-bolt connection (6,300 lbs) — 16d (0.148"x 3'/e") sinker nails in an 18-nail connection (6,370 lbs) — 3%"WS wood screws in an 8-screw connection(5,740 lbs) — 3%"SDS wood screws in a 6-screw connection (6,120 lbs) — 33/"Truss Lok wood screws in an 8-screw connection (6,410 lbs) Note that the allowable applied concentrated load is dependent upon the type of hanger used and 16d common nails must be used for face mount hanger installation to achieve the capacities shown. 2. If the bolted connection option is chosen,the 3-ply beam must be checked for the effect of the bolt holes from the 6-bolt connection. This task may be accomplished by utilizing the location analysis feature in iLevel software. Per the detail on page 4,the bolt holes will be located approximately V 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 ('/_) 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(Von either side of the load). The highest calculated shear at either location is 6035 lbs. The highest calculated moment is 25,215 ft-lbs. The connection is less than 5d (48"< 14"*5=70")from the end of the member. From Table 3 of this bulletin, the reduced allowable shear for the 3-ply 14"Microllam®LVL beam with the 6 bolt pattern located less than 5d from the end of the member is 8,795 lbs while the reduced allowable moment is 31,905 ft-lbs. Therefore,the beam is acceptable with the 6 bolt connection. • Select the preferred options for both the uniform load connection along the length of the beam and the concentrated load connection at the hanger location and specify both on the drawings including information on fastener type, size, spacing and installation pattern as appropriate. Page 7 of 8 ww CONTACT US • 1.888.iLevel8 �ls 53.83581 •www.iLevel.coL1Weyerhaeuser,iLevelMicrollamParallarn Timberstrand and Trus Joist are registered trademarks and Forte a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company.All rights reserved. TC �+ l.� A11 �` A 1 Q111 1 CTIA .� F rte MEMBER REPORT Levet,Floor Flush Beam Fo .. 5pft ve sYk 3 PIECE(Sj 1 3!4" x 14" 1.9E NlicroHamt��LVL PASSED overall Lertgrlt 15' I h I All Dimensions are Horizontal;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF System:Floor Member Reaction(lbs} 7595 __ " 7809 Passed(97%) Member Type:Flush Beam 21 0 Buildin Use:Residential Shear(lbs) 6837�,'5112" 139fi5 Passed(4996} fl Moment(Ft-lbs) 25215 4'117/8- 363$7 Passed(69°b} 1.0 Building Code:IBC 0.356 T 1 13116" 0.489 Passed(U494) Design Methodology:ASD Live Load Defl-{in} � 0.456 7'1718" 0.733 Passed(1-1386) Total load Def!_(in} � Deflection criteria:LL(1-1360)and TL(U240). to laterail • Design results assume a fully braced condition d bottom)must be braced atall compression d93s15116"o1 andsunless detaottom)are il�otherwi�Pr per a attachment and stability. positioning Bracing(Lu):All compression edges(top ) of lateral bracing is required to achieve member stability. Total Available Required Support Reactions(lbs) Accessories NStud Bearing Bearing Bearing Dead f Floor/Roof i Snow 3.50" 3.50 3.40" 1641 r 595-5 10 i 0 Blocking 3.50" 3.50" 2.33` 11641404510 10 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor Live Roof Live Snow Comments Loads Location Width (q,gp) (1.80) (nonsnarrr:1.25) 41.151 100.0 400.0 0.0 00 10'F6o;�r 1-Unifonn(PSF) 0 to 19 1' 0 2-Paint(Ib) 4• NIA 1040 x000 0' Shear(Ibs) Moment(Ft—lbs) Comments Location Anatysis Actual I Allowed I LDF Actual t Allowed 1 LDF 1-3. 6035 1139651 1 0 15186 1 363871 1.0 BOLTS LEFT OF HANGER 391,256910_g 25215136367 11,0 BOLTS RIGHT OF HANGER 2-5' Fes-Software OPeratff Job Notes 3;252010 9-02:21 AM iLevelS Forte'v1.1,Design Engine:b4.$.0.1 Page 1 of 1 Page 8 of 8 w CONTACT US - 1.888.iLevel8 (1.888.453.8358) -www. iLevel.com AWeyerhaeuser,il-evel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company.All rights reserved. IN,oil N"!!,Ow I m CITY OF ATLANTIC BEACH -+ 800 SEMINOLE ROAD ' 1 ATLANTIC BEACH,FL 32233 INSPECTION PHONE LINE 247-5814 Application Number . . . . . 14-00000222 Date 3/03/14 Property Address . . . . . . 421 SARGO RD Application type description SINGLE FAMILY RESIDENCE Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 151391 ----------------------------------------- Application desc NEW HOME -------------------------------------- Owner Contractor ------------------------ AF AB VENTURE LLCET AL MATHIEU BUILDERS 800 C 3RD ST 1778 OCEAN GROVE DR NEPTUNE BEACH FL 32266 JACKSONVILLE FL 32226 (904) 813-3661 --- Structure Information 000 000 NEW HOME Construction Type . . . . . TYPE 5-B Occupancy Type . . . . . . RESIDENTIAL Flood Zone . . . . . . . . ZONE X ------------------------------------- Permit . . . . . . PLUMBING PERMIT Additional desc 9 FIXTURES NEW HOME Sub Contractor PROFESSIONAL PLUMBING SERVICES 00 Permit Fee . . . . 118 . 00 Plan Check Fee Issue Date . . . . Valuation . . . . 0 Expiration Date . . 8/30/14 ------------------------------------- Special Notes and Comments 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 metal lid. Cleanout to be set to grade and visible . If on-site storage is required, a post construction topographic survey documenting proper construction will be required. All concrete driveway aprons must be 5" thick, 4000 psi, with fibermesh from the edge of pavement to the property line. Reinforcing rods or mesh area 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 �-of-way. PERMIT IS � � }► �� ITY� -�NTIiri��A CL� �DRIDA BUILDING CODES. ns CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 vJr3 ). Page 2 Application Number . . . . . 14-00000222 Date 3/03/14 ---------------------------------------------------------------------------- Special Notes and Comments 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. 2010 FLORIDA BUILDING CODE, 2008 NATIONAL ELECTRIC CODE A sewer cleanout must be installed at the property line. Cleanout must be covered with an RT1 concrete box with metal lid. Cleanout to be set to grade and visible. *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 ----------------------------------------------------------------- Other Fees . . . . . . . . . STATE PLBG DCA SURCHARGE 2 . 00 STATE PLBG DBPR SURCHARGE 2 . 00 ------------------------------------------------------------------ Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 118 . 00 118 . 00 . 00 . 00 Plan Check Total . 00 . 00 . 00 . 00 Other Fee Total 4 . 00 4 . 00 . 00 . 00 Grand Total 122 . 00 122 . 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: 5'la<n' 0 19 PERMIT# y- Z Z2— NEW 2— NEW OR REPLACEMENT INSTALLATION: Project Value$ TYPE OF FIXTURE QTY TYPE OF FIXTURE QTY Bathtub 1 Septic Tank&Pit Clothes Washer 1 Shower Dishwasher 1 Shower Pan Drinking Fountain Slop Sink Floor Drain Three Compartment Sink Floor Sink Toilet Hose Bibs Z Urinal Kitchen Sink ( Vacuum Breakers Laundry Tray Water Connected Appliances Lavatory Z Water Heater Other Fixtures Water Treating System RE-PIPE: TYPE OF FIXTURE QTY TYPE OF FIXTURE QTY Bathtub Septic Tank&Pit Clothes Washer Shower Dishwasher Shower Pan Drinking Fountain Slop Sink Floor Drain Three Compartment Sink Floor Sink Toilet Hose Bibs Urinal Kitchen Sink Vacuum Breakers Laundry Tray Water Connected Appliances Lavatory Water Heater Other Fixtures 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 month period or work is suspended or abandoned for six months.I hereby certify that I have read Permit becomes void if work does not commence within a six I provisions of laws and ordinances governing this work will be complied with whether specified this application and know the same to be true and correct. At or not. The permit does not give autho 'ty to violate the prov'sions of any other state or local law regulation construction or the performance of construction. Property Owners Name 6 Phone Number sN Plumbing Company �� sS e.✓o L 10/v ^^ � +✓s S� "' bffice Phone Z 3 7.G t!y Fax Co. Address: 6/ S- Z y �5/yjeya✓e.�2 Pie 46 'h 'Z- City �/1 x State�J Zip_? License Holder(Print): �� Q�''' �� State Certification/Registration# t Notarized Sign4go HoldeIjNotary �- ublic S�@lis o 0 Grahamissio F 2/14/a�ilgPublic CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD r� ATLANTIC BEACH FL 32233 INSPECTION PHONE LINE 247-5814 Application Number . . . . . 14-00000222 Date 3/21/14 Property Address . . . . . . 421 SARGO RD Application type description SINGLE FAMILY RESIDENCE Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 151391 ------------------------------------------------ Application desc NEW HOME --------------------------------------------- Owner Contractor ------------------------ ---------------------- AF AB VENTURE LLCET AL MATHIEU BUILDERS 800 C 3RD ST 1778 OCEAN GROVE DR NEPTUNE BEACH FL 32266 JACKSONVILLE FL 32226 (904) 813-3661 --- Structure Information 000 000 NEW HOME Construction Type . . . . . TYPE 5-B Occupancy Type . . . . . . RESIDENTIAL Flood Zone . . . . . . . . ZONE X ------------------------------------------- Permit . . . . . . MECHANICAL HVAC PERMIT Additional desc - . Sub Contractor . . MARCO HEATING AND AIR . 00 Permit Fee . . . . 99 . 00 Plan Check Fee Issue Date Valuation . . . . 0 Expiration Date 9/17/14 ---------------------------------------- Special Notes and Comments 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 metal lid. Cleanout to be set to grade and visible . If on-site storage is required, a post construction topographic survey documenting proper construction will be required. All concrete driveway aprons must be 5" thick, 4000 psi, with fibermesh from the edge of pavement to the property line. Reinforcing rods or mesh area 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-of-Way. ��7� t PERMIT IS � �� 'Y �� wI .� ITY"(71TI�S �NA?�dCE� AD'17iEG FFORIDA BUILDING CODES. �s CITY OF ATLANTIC BEACH is1 l 800 SEMINOLE ROAD •j ,-sr� ATLANTIC BEACH,FL 32233 INSPECTION PHONE LINE 247-5814 Page 2 Application Number 14-00000222 Date 3/21/14 ------------------------------------------ Special Notes and Comments 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. 2010 FLORIDA BUILDING CODE, 2008 NATIONAL ELECTRIC CODE A sewer cleanout must be installed at the property line. Cleanout must be covered with an RT1 concrete box with metal lid. Cleanout to be set to grade and visible. *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 --------------------- ------------------------------- Other Fees . . . . . . . . . STATE MECH DCA SURCHARGE 2 . 00 STATE MECH DBPR SURCHARGE 2 . 00 Fee summary Charged Paid Credited ----Due--- _ _ _ ---------- ----- ---------- - Permit Fee Total 99 . 00 99 . 00 . 00 . 00 Plan Check Total . 00 . 00 . 00 . 00 Other Fee Total 4 . 00 4 . 00 . 00 . 00 Grand Total 103 . 00 103 . 00 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. MECHANICAL PERMIT APPLICATION CITY OF ATLANTIC BEACH 800 Seminole Rd Atlantic Beach, FL 32233 Ph (904) 247-5826 Fax(904) 247-5845 JOB ADDRESS: % PERMIT# PROJECT VALUE$ L ro ARI# W%D?0D q REQUIRED Air Handling Equipment Only X_Air Handling Unit & Condenser Condenser Only NEW AIR CONDITIONING & HEATING SYSTEM INSTALLATION Air Conditioning: Unit Quantity�_ Tons Per Unit , Heat: Unit Quantity—� BTU's Per Unit Seer Rating 13 Duct Systems: Total CFM ja00 REQUIRED REPLACEMENT AIR CONDITIONING & HEATING SYSTEM INSTALLATION Air Conditioning: Unit Quantity Tons Per Unit Heat: Unit Quantity BTU's Per Unit Seer Rating Duct Systems: Total CFM REQUIRED FIRE PREVENTION Fire Sprinkler System Quantity (Requires 3 sets of plans) Fire Standpipe Quantity (Requires 3 sets of plans) Underground Fire Main Value (Requires 3 sets of plans) Fire Hose Cabinets Quantity (Requires 3 sets of plans) Commercial Hoods Quantity (Requires 3 sets of plans) Fire Suppression Systems Quantity (Requires 3 sets of plans) FIRE PLACES MISCELLANEOUS: Prefabricated Fireplace Qty Automobile Lifts Gas Piping Outlets Boilers BTU's Elevators/Escalators ALL OTHER GAS PIPING Heat Exchanger Quantity of Outlets Pumps #Vented Wall Furnaces Refrigerator Condenser BTU's #Water Heaters Solar Collection Systems Tanks(gallons) Wells OTHER: 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 nPhone Number Mechanical Company 'cAA��_ Office Phone Fax�L. �J� Co. Address:I DL ml\, Jr i 1 City State FLZip k l License Holder(Print): F—ar f State Certification/Registration# 1 p O(5 i 1 Notarized Sin M-t-kfense Holder NOTARY PUBLIC Before me this day of y G� 20 `14 +'STATE OF FLORIDA 'Gomm#EE036917 Signature of Notary Public Q J _'- , ry b Explr9s 12111/2014