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Permit SFR 650 Orchid St 2012 CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH,FL 32233 INSPECTION PHONE LINE 247-5814 Application Number . . . . . 12-00001753 Date 12/28/12 Property Address . . . . . . 650 ORCHID ST Application type description SINGLE FAMILY RESIDENCE Property Zoning . . . . . . . RES GEN 2F DISTRICT Application valuation . . . . 75000 ---------------------------------------------------------------------------- Application desc NEW SFR DETACHED 4 BEDROOM ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ BEACHES HABITAT BEACHES HABITAT PO BOX 50939 1671 FRANCIS AVENUE JACKSONVILLE BEACH ATLANTIC BEACH FL 32233 JACKSONVILLE BEACH FL 32240 (904) 241-1222 (904) 241-1222 -- 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 . . . . 155 . 00 Plan Check Fee 77 . 50 Issue Date . . . . Valuation . . . . 75000 Expiration Date . . 6/26/13 ---------------------------------------------------------------------------- Special Notes and Comments 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: Advanced Disposal, Realco, Shappelle ' s and Waste Management . ) Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities . Contact Public Works (247-5834) for Erosion and Sediment Control Inspection prior to start of construction. 2010 FLORIDA BUILDING CODE, 2008 NATIONAL ELECTRIC CODE FOR AN APPROVED FINAL MECHANICAL A/C INSPECTION, A STICKER SHALL BE INSTALLED ON THE AHU TO VERIFY THAT DUCTS HAVE BEEN SEALED, A CERTIFICATION SHALL BE ON SIGHT FOR THE INSPECTOR STATING THAT THE A/C SYSTEM PASSED THE "AIR BLAST INSPECTION" FROM AND INDEPENDENT TESTING AGENCY. *SUBMIT "CERTIFICATE OF COMPLIANCE" BY A LICENSED PEST CONTROL COMPANY PRIOR TO C.O. PERMIT 19AW'] EOWDANDY D0)WtOikbXWEQWWWL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. CITY OF ATLANTIC BEACH s) 800 SEMINOLE ROAD ATLANTIC BEACH,FL 32233 INSPECTION PHONE LINE 247-5814 jilt Page 2 Application Number . . . . . 12-00001753 Date 12/28/12 ---------------------------------------------------------------------------- Special Notes and Comments *INSTALLATION INSTUCTIONS REQUIRED *ALL STICKERS ARE TO REMAIN ON THE WINDOWS *PROVIDE ACCESS TO ALL WINDOWS TO INSPECT FASTENERS ---------------------------------------------------------------------------- Other Fees . . . . . . . STATE DCA SURCHARGE 2 . 33 DEV REVIEW-SINGLE & 2-FAM 50 . 00 ENG REV RESIDENTIAL BLD 100 . 00 STATE DBPR SURCHARGE 2 . 33 SEWER SDC-SYSTEM DEV CHG 4050 . 00 UTIL REV PRE APP >3 HRS 50 . 00 WATER CONNECT/METER ONLY 185 . 00 WATER CROSS CONNECTION 50 . 00 WATER SDC-SYSTEM DEV CHG 1140 . 00 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 155 . 00 155 . 00 . 00 . 00 Plan Check Total 77 . 50 77 . 50 . 00 . 00 Other Fee Total 5629 . 66 5629 . 66 . 00 . 00 Grand Total 5862 . 16 5862 . 16 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. `:,;We�±ArM•,r,krae.eM;.ipW-=ft.h+V'K'=vWcwAM+aF!.7auMUMa BUILDING PERMIT APPLICATION CITY OF ATLANTIC BEACH 800 Seminole Road, Atlantic Beach, FL 32233 FILE COPY Office (904) 247-5826 Fax (904) 247-5845 „ p �^+lS.RA•'+sF!at:6,,My MYpS.i+'t* ^%„�+,S.W YR"AtYI+"1 ob Address: �.S-'� Orel -e Permit Number: ,egal Description 16-4 )day - w Parcel# Floor Area o Sq.Ft. - t 'aluation of Work$ 7s�< . =� Proposed Work heated/cooled 193 non-heated/cooled Z�q 'lass of Work(circle one): New Addition Alteration Repair Move Demolition pool/spa window/door se of existing/proposed structure(s) (circle one): Commercial d d "n�a� an existing structure,is a fire sprinkler system installed? (Circle one): Yes No N/A lorida Product Approval# or multiple products use product approval orm lescribe in detail the type of work to be performed: C-'r”r�" u e_T ,s ; 2-r-, roperty Owner Information: ame: q �; }' Address: �G7/ �r�,-'•� J� ity Stat0cF ip_? , _Phone -Mail or Fax#(Optional) �cf— z-1_ ;r . ontractor Information: ompany Name: 3g.*,L,. Qualify/ in Agent: ddress: >G !c City State �- Zip-—I-,L4; ffice Phone -g,'L, Job Site/Contact Number Z4oY - Fax :ate Certification/Registration rchitect Name&Phone# agineer's Name&Phone# 1.r,.aJrt we t LG L/s!�9-r — r7 0 — 72 ;e Simple Title Holder Name and Address onding Company Name and Address :ortgage Lender Name and Address ,plicah'on is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the uance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. This permit becomes null d void if work is not commenced within six(6)months, or if construction or work is suspended or abandoned for a enod of six 6)months of any time after irk is commenced I understand that separate permits must be secured for Electrical K'ork,Plumbing,Signs, ;ells,Pools, urnaces,Boilers,Heaters, ,nks and Air Conditioners,etc WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTWE 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. !ereb 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 �e ojwork will be complied with whether speci zed herein or not. The granting of a permit does not presume to give authority to violate or cancel the ovis:ons ofany otherfederal,state, or local law regulating construction or the performance ofconstruction. gnature of Owner Signature of Contract n int Name lJ - '........... ..�..�a. ........._......- Print Name � X .t..''�...._ vonl to and subscribed before me Sworn t and subscribed before me is,a4*Day of et- 20 t2 thisRDay of ND-j 201Z- /�(-._ ;`<►"�"�%%'�, JOYCE M.FREEMAN SMAN t Pu lic y, Notary Public-State of Florida o Public 'r* .°': No Public-State of Florida My Comm.Expires Jun 10,2013 ^' " My Co Epi a�,f�(�un 10,2013 Commission#DO 897794 ''•;Ts�FF�o?` eV �i6rP 'DD 897794 A DO NOT WRITE BELOW- OFFICE USE ONLY Applicable Codes: 2010 FLORIDA BUILDING COD77 Review Result circle one): Approved Disapproved Approved w/ Conditions Review Initials/Date: /P Development Size Habitable Space /, 3.35" S.A. Non-Habitable a S q s„r: Impervious area Miscellaneous Information Occupancy Group P - 3 Type of Construction - f Number of Stories 1 Zoning District )�' C- 1' Max. Occupancy Load Fire Sprinklers Required Flood Zone X Conditions/Comments: NOTI ,,1 E' . MENT Permit No. 75-3 Tax Folio No. State of Florida, County of Duval FILE COPY ,; THE UNDERSIGNED hereby give notice t at-thewimpro m-et'il!'"iff' ' ade to certain real property in accordance v Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. I. Description of property (legal description of property and address if available): Lo,;� ?"r 65-o 0r4c11,0 S ) (jcrti w71/c flencl, L eT,2 13 f 2k 9 (piaT 13,jeKlk ell-6:e 34/ 2. General Description of improvements: l.-r10 0 $1nl� =1� `i1Y Gete $T�n'7 /�c�xe 3. Owner Information: a) Name and Address: NA&TAT Fa(z gu-oaN,rY 11V1 FFnHci. /ave- /1744„�ic b) Interest in property: 0 w Nrft c) Name and address of simple titleholder(if other than owner): 4. Contractor Information: a)Name and Address: 31 .e/9d.,3 P,QF317aT F--g 1{ci- 14tj,ry /(71 Fh,,,,cif /96,,f Tk 13e���; r-L_ 3 �1• b) Phone Number: Surety Information: a)Name and Address: b) Phone Number: c) Amount of Bond: $ 6. Lender Information: a) Name and Address: b) Phone Number: 7. Person within the State of Florida designated by owner upon whom notices or other documents may be served as provided by 713.13 (1)(a) 7, Florida Statutes: a) Name and Address: O w r4-e2 b) Phone Numbers of Designated Person: 8. In addition to himself/herself, Owner designates of to recei a copy of the Lienor's Notice as provided in Section 713.13 (1) (b), Florida Statutes. a)Name and Address: b) Phone Number of person or entity designated by owner: 9 Expiration date of Notice of Commencement (The expiration date is one (1) year from the date of Recording unle different date is specified: WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF TI- NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PAF I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FC IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AT POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCIN CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDII` YOUR NOTICE OF COMMENCEMENT. The for ping instr ment was acknowledged before me this /iY day of All.,Llcmbcr — 20 12- NOTARY 2-NOTARY PUBLIC, STAT LORIDA City of Atlantic Beach APPLICATION NUMBER - o Building Department (To be assigned by the 53 Building Department) 800 Seminole Road `�„ Atlantic Beach. Florida 32233-5445 Phone(904)247-5826 • Fax(904)247-5845 f E-mail: building-dept(?coab_us Date routed. �® City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: �Q �C�1r1.CL11✓ Department review required Yes No C��f�/ Building Applicant: I�Y/sy Planning 8 Zoning � � Tree Administrator Project: Public Works Public Utilities ,D,�Ty" 1,,-2,-00100C?.3�0 a)l M p'Wk' GQa-CiQ�,/ Public Safety Fire Services All 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: proved. ❑Denied. (Circle one.) Comments: BUILDING PLANNING&ZONING Reviewed by: Date: TREE ADMIN. Second Review• ❑Approved as revised. ❑ enied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied. Comments: Reviewed by: Date: Revised 07127110 fr ' s► sir City of Atlantic Beach/ / APPLICATION NUMBER Building Department , .; (To be assigned by the Building Department.) 800 Seminole Road �F i� �� �' _. �� ��„ �53 r'JAtlantic Beach, Florida 3223;5445 „ Zf1 j Phone(904)247-5826 ' R -004)247-5845 fi Will E-mail: buifdng-dept@coab-us' Date routed: City web-site: http:/AwAv.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: �50 olgckL b sr,, De artment review required Yes No CtdL����e[/ ly Building �( Applicant: Planning&Zoning All Tree Administrator Project: *L) Public Works Public Utilities ,DRTy" /02-00iX0.3? a)a)"a k4Jzueol '1 Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept.of Environmental Protection Florida Dept.of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: DApproved. kenied. (Circle one.) Comments: (> BUILDING PLANNING&ZONING Reviewed by: Date: z /y)/?/ TREE ADMIN. Second Review: A roved as revised. pp ❑Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: IRE SERVICES Third Review: DApproved as revised. ❑Denied. Comments: Reviewed by: Date: Revised OV27110 LA-1J,yCity of Atlantic Beach APPLICATION NUMBER - Building Department (To be assigned by the Building Department) r 800 Seminole Road j� Atlantic Beach, Florida 32233-5445 6 Phone(904)247-5826 • Fax(904)247-5845D �� �o,sir E-mail: building-dept(Mcoab.us Date routed: City web-site. http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: �(f 5_0 01gC ,[;k1 eJ I , Department review required Yes� No ,� Building )( Applicant: Planning&Zoning � �1 Tree Administrator Project: .�6601 (/ �( Public Works p J Public Utilities .D'\Ty/ k2-00iWC.30 44J-tVd_/ Public Safety Fire Services Review fee $ •�b Dept Signature li Other Agency Review or Permit Required I Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept.of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: Approved. ❑Denied. (Circle one.) Comments: I-eC V(LSt, 1 � a- BUI Q�r�.co�.�►crv�s �1�.-ts PLANNING&ZON Reviewed by: ��_Date: r/2 TREE ADMIN. Second Review: OApproved as revised. ❑Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: DApproved as revised. ❑Denied. Comments: Reviewed by: Date: Revised 0V2711 D CITY OF ATLANTIC BEACH ' ., Building Department -+ f 800 Seminole Road J ') Atlantic Beach,Florida 32233 (904)247-5800 PLAN REVIEW COMMENTS Permit Application # / /V �w �2 Property Address: -, �" i S , '49 Applicant: z" '>w"/a �7i 7' Project: /'✓ le- This ' permit application has been: ❑ Approved ❑ Reviewed and the following items need attention: G0C>/s Please re-submit your application when these items have been completed. Reviewed By: . /' `' Date: 1/ "'' Jnr.•cr:+7".," a:,u..,. , P Beaches FILEOPYj � Wff Habitat for Humanig' November 27, 2012 Ms Donna Kaluzniak Public Utilities Director City of Atlantic Beach 1200 Sandpiper Lane Atlantic Beach, FL 32233 Dear Ms Kaluzniak, I have submitted a building permit application for a house at 650 Orchid St. Beaches Habitat will not be installing a fire sprinkler in this structure. In addition, we will not be installing an irrigation system. Please give me a call if you require any additional information. Sincerely, Paul Finley Construction Manager 904.334.2278 1671 Francis Avenue,Atlantic Beach, FL 32233 • Office: (904) 241-1222 • Fax: (904) 241-4310 www.beacheshabitat.org 4. FILE Beaches ft k � ®' ' ' Habitat for Humardw-111, November 27, 2012 Mr. Mike Jones Building Inspector City of Atlantic Beach 800 Seminole Rd. Atlantic Beach, FL 32233 Mike, Attached are the following materials in support of Beaches Habitat application for a building permit for 650 Orchid St., 1) One (1) copy of the Building Permit Application 2) One (1) copy of the tree permit 3) Two (2) copies of roof truss plans 4) Two (2) copies of HVAC Energy Sheets 5) Two (2) copies of the Florida Product Approval form 6) One (1) copy of recorded Notice of Commencement 7) One (1) copy of letter to Ms Kaluzniak regarding fire sprinkler & irrigation systems. 8) Two (2) copies of architectural plans 9) Two (2) copies of structural engineering plans 10)Five (5) copies of civil engineering & construction management plans Please let me know if any additional information is required. Thank you, Sincerely, Z - Paul Finley Construction Manager 904.334.2278 attachments 1671 Francis Avenue,Atlantic Beach, FL 32233 • Office: (904) 241-1222 • Fax: (904) 241-4310 www.beacheshabitat.org L&J' �^ o g .0 R d 00 N U O 'r~. 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A W o Q 14 ° a o 45 W o -gidCd >' to Q o W •-- N O 0 �.U U O Cd cd H d U H U FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Habitat Beaches 650 Orchid St Builder Name: Reaches H argo M! , INEW1099MM, Street: 650 Orchid St Permit Office: 261300 FILE �. City,State,zP: Atlantic Beach,FL,32233- Permit Number: Owner: Jurisdiction: Desai Design Location: FL,Jacksonville 1. New construction or existing New(From Plans) 9. Well Types(1371.6 sgfL) Insulation Area 2. Single family or multiple family Single-farmity a.Face Brick-Wood,Exterior R-13,0 1371.6010 b.NIA R- fp 3. Number of units,if multiple family 1 c.WA R- tr 4. Number of Bedrooms 4 d,N/A R= It, 5. Is this a worst case? No 10.Calling Types (1335.0 agft.) froulation Area a.Under Attic(Vented) R-30.0 1335.00 le 6. Conditioned floor area above grade(ft) 1335 b.N/A R- if Conditioned floor area below grade(1112) 0 c.NIA R- fF 11.Duda R f12 7. Windows(191.$ sqR.) Description Area a.Sup:Attic,Ret:Main,AH:Main 6 267 a. U-Factor: Dbl,U=0.35 191.76 if SHGC: SHGC-0.35 b. U-Factor: N/A fe 12.Cooing systems kBhrlhr Efficiency SHGC: a.Central Unit 24.0 SEER:13.00 c. U-Factor: WA ft2 S"Gc: 13.Heating systems k Btu/hr Efficiency d. U-Factor: N/A fe a.Eledrtc.Heat Pump 24.0 HSPF:7.70 SHGC: Area Weighted Average Overhang Depth: 2.442 IL Area Weighted Average SHGC: 0.350 14.Hot water systems 6. Floor Types (1335.0 sgfL) Insulation Area a.Epic Cap:40 gallons; s.Slab-On-Grade Edge Insulation R-0.0 1335.40 ft2 b. Conservation features EF:0.920 b.WA R- ft? None C.NIA R- ft2 15.Credits None Glass/Floor Area: 0.144 Total Pnapased Modred loads: 28.16 BASS Total Standard Reference Loads: 35.94 I hereby certify that the plans and specifications covered by Review of the plans and this calculation are in compliance with the Florida Energy specirications covered by this Y 8� Code. calculation indicates complianoe LJ1T!t!!L with the Florida Energy Code. PREPARED BY: _. __ Before construction is completed DATE: ---_-_-- -.__t�"�ra. - �___ this building will be inspected for > 3 compliance with Section 553,908 I hereby certify that this building,as desigMd,is in 9Wpliance Florida Statutes. ,op, -% with the Florida Energy d,,,,_,( � Cop WE N OWNERlAGENT: BUILDING OFFICIAL: - -- DATE; --- - _. DATE: - compliance requires completion of a Florida Air harrier and Insulation Inspection Checklist -Heat sys 81 may be undersized.Size of 24.0 was increased to 27.3 for simulation.Please review the Manual JS report. { 10/19/2012 2:20 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 1 of 5 PROJECT Title: Habitat Beaches 650 Orchid S Bedrooms: 4 Address Type: Street Address BuildingType: User Conditioned Area: 1335 Lot# Owner: Total Stories: 1 Block/SubDivision: #of Units: 1 Worst Case: No PlatBook: Builder Name: Beaches Habitat For Humanity Rotate Angle: 0 Street: 650 Orchid St Permit Office: 261300 CrossVentilation: County: Duval Jurisdiction: Duval Whole House Fan: City,State,Zip: Atlantic Beach, FamilyType: Single-family FL, 32233- New/Existing: New(From Plans) Comment: CLIMATE 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 1261 49 Medium BLOCKS Number Name Area Volume 1 Blockl 1335 10680 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfillD Finished Cooled Heated 1 Main 1335 10680 Yes 5 4 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab-On-Grade Edge Insulatio Main 175 ft 0 1335 ft' --_- 0.3 0 0.7 ROOF V/ Roof Gable Roof Solar SA Emitt Emitt Deck Pitch # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Gable or shed Compositionshingles 1493 ft2 334 ft' Medium 0.96 No 0.9 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Full attic Vented 300 1335 ft' N N CEILING # Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic(Vented) Main 30 1335 ft2 0.11 Wood 10/19/2012 2:23 PM EnergyGaugeO USA-FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 5 WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Spaice -Value Ft In F ° 1 N Exterior Face Brick-Wood Main 13 48.45 0 8 0 387.6000 0 0.8 0 2 E Exterior Face Brick-Wood Main 13 29.5 0 8 0 236 ft2 0 0.8 0 3 S Exterior Face Brick-Wood Main 13 53.5 0 8 0 428 ft2 0 0.8 0 4 W Exterior Face Brick-Wood Main 13 23 0 8 0 184 ft2 0 0.8 0 5 N Exterior Face Brick-Wood Main 13 10 0 8 0 80 ft2 0 0.8 0 6 S Exterior Face Brick-Wood Main 13 7 0 8 0 56 ft2 0 0.23 0.8 0 WINDOWS Orientation shown is the entered,Proposed orientation. / Wall Overhang # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 E 2 Vinyl Low-E Double Yes 0.35 0.35 17.60000 6 ft 0 in 1 ft 0 in None None 2 E 2 Vinyl Low-E Double Yes 0.35 0.35 20.09999 6 ft 0 in 1 ft 0 in None None 3 S 3 Vinyl Low-E Double Yes 0.35 0.35 15.47999 1 ft 0 in 1 ft 0 in None None 4 S 3 Vinyl Low-E Double Yes 0.35 0.35 15.47999 1 ft 0 in 1 ft 0 in None None 5 S 3 Vinyl Low-E Double Yes 0.35 0.35 15.47999 1 ft 0 in 1 ft 0 in None None 6 S 3 Vinyl Low-E Double Yes 0.35 0.35 15.47999 1 ft 0 in 1 ft 0 in None None 7 W 4 Vinyl Low-E Double Yes 0.35 0.35 15.47999 1 ft 0 in 1 ft 0 in None None 8 W 4 Vinyl Low-E Double Yes 0.35 0.35 15.47999 1 ft 0 in 1 ft 0 in None None 9 N 1 Vinyl Low-E Double Yes 0.35 0.35 15.47999 1 ft 0 in 1 ft 0 in None None 10 N 1 Vinyl Low-E Double Yes 0.35 0.35 4 ft2 1 ft 0 in 1 ft 0 in None None 11 N 1 Vinyl Low-E Double Yes 0.35 0.35 4 ft2 1 ft 0 in 1 ft 0 in None None 12 N 1 Vinyl Low-E Double Yes 0.35 0.35 20.09999 1 ft 0 in 1 ft 0 in Drapes/blinds Exterior 5 13 E 2 Vinyl Low-E Double Yes 0.35 0.35 17.60000 6 ft 0 in 1 ft 0 in None None INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse BestGuess 0.000300 1050.51 57.6720 108.460 0.23100 5.90178 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump None HSPF:7.7 24 kBtu/hr 1 sys#1 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit None SEER: 13 24 kBtu/hr 720 cfm 0.75 1 sys#1 10/19/2012 2:23 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 5 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Main 0.92 40 gal 70 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model# Collector Model# Area Volume FEF None None ft' DUCTS ---Supply--- --Return---- Air Percent HVAC# V # Location R-Value Area Location Area Leakage Type Handler CFM 25 Leakage ON RLF Heat Cool 1 Attic 6 267 ft' Main 66.75 ft Default Leakage Main (Default) (Default)% 1 1 TEMPERATURES ProgramableThermostat: N Ceiling Fans: Cooling Jan Feb Mar Apr Ma rj Jun Jul rJA u rl Se Oct Nov Dec Henti HJan HFeb M Mar f I Apr 4 i May Jun �Xj Jul Aug Sep Oct XNov XDec Venti Jan Feb Mar [X r [ Ma Jun Jul A Se [X]Oct [X Nov [ Dec ThermostatSchedule: 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 78 78 78 78 PM 78 78 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 68 68 68 68 68 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 68 68 Heating(WEH) AM 68 68 68 68 68 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 68 68 10/19/2012 2:23 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 78 The lower the Energyperformance Index, the more efficient the home. 650 Orchid St, Atlantic Beach, 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.Face Brick-Wood,Exterior R=13.0 1371.60 ft' b.N/A R= ft 3. Number of units,if multiple family 1 c. N/A R= ftZ 4. Number of Bedrooms 4 d.N/A R= ft' 10.Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic(Vented) R=30.0 1335.00 ftZ 6. Conditioned floor area(ftZ) 1335 b. N/A R= ft' 7. Windows— Description Area c. N/A R= t2 a. U-Factor: Dbl,U=0.35 191.76 ftZ 11.Ducts R ft a.Sup:Attic,Ret:Main,AH:Main 6 267 SHGC: SHGC=0.35 b. U-Factor: N/A ftZ SHGC: 12.Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ftZ a.Central Unit 24.0 SEER:13.00 SHGC: d. U-Factor: N/A ftZ 13.Heating systems kBtu/hr Efficiency SHGC: a. Electric Heat Pump 24.0 HSPF:7.70 Area Weighted Average Overhang Depth: 2.442 ft. Area Weighted Average SHGC: 0.350 8. Floor Types Insulation Area 14.Hot water systems a.Slab-On-Grade Edge Insulation R=0.0 1335!00 ftZ a. Electric Cap:40 gallons EF:0.92 b.N/A R= ftZ c. N/A R= ftZ b. Conservation features None 15.Credits None I certify that this home has complied with the Florida Energy Efficiency Code for Building O�KinS IV �9r6 Construction through the above energy saving features which will be installed (or exceeded) _ 0 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: �.f�fl Or-��c ej? 5)-, City/FL Zip: WE can ,i,¢ -� �2Z *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 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: 650 Orchid St PERMIT#: Atlantic Beach, 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 controls and cooling system. Where forced-air furnace is primary system, programmable thermostat is required. Heat pumps with supplemental electric heat must prevent supplemental heat when compressor can meet the load. Ducts 403.2.2 All ducts, air handlers, filter boxes and building cavities which form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section 503.2.7.2 of this code. 403.3.3 Building framing cavities shall not be used as supply ducts. Water heaters 403.4 Heat trap required for vertical pipe risers. Comply with efficiencies in Table 403.4.3.2. Provide switch or clearly marked circuit breaker (electric) or shutoff(gas). Circulating system pipes insulated to = R-2 + accessible manual OFF switch. Mechanical 403.5 Homes designed to operate at positive pressure or with mechanical ventilation ventilation systems shall not exceed the minimum ASHRAE 62 level. No make-up air from attics, crawlspaces, garages or outdoors adjacent to pools or spas. Swimming Pools 403.9 Pool pumps and pool pump motors with a total horsepower(HP) of= 1 &Spas HP shall have the capability of operating at two or more speeds. Spas and heated pools must have vapor-retardant covers or a liquid cover or other means proven to reduce heat 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. 10/19/2012 2:23 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 5 of 5 TABLE 402.4.2 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Habitat Beaches 650 Orchid St Builder Name: Beaches Habitat For Humanity Street: 650 Orchid St Permit Office: 261300 City,State,Zip: Atlantic Beach,FL,32233- Permit Number: Owner: Jurisdiction: Duval 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 650 Orchid St 4 Bedroom Detached Single HVAC Load Calculations for Habitat For Humanity Beaches 1671 Francis Avenue Atlantic Beach, FL 32233 Eek�t� wMN RHVACWARMI]OXNmALC Lens Prepared By: Jim Williams Home Energy Services 2080 Davis Rd. Jacksonville, FI.32218 904 757-3569 Friday, October 19, 2012 Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. Rhvao-Residential 4 Light Commercial HVAC Loads' flits Sa tkvetopmem lm Hare)Energy Servkes 650 Orchid St4 Bedroom Detached SiMle Jacksenvilie FL 322lS P pro e7ct Report inn" Project Title: 650 Orchid St 4 Bedroom Detached Single Project Date: Friday, October 19, 2012 Client Name: Habitat For Humanity Beaches Client Address: 1671 Francis Avenue Client City: Atlantic Beach, FL 32233 Client Phone: 9042411222 Client Fax: 9042414310 Company Name: Home Energy Services Company Representative: Jim Williams Company Address: 2080 Davis Rd. Company City: Jacksonville, Fl. 32218 Company Phone: 904 757-3569 Company Fax: 904 757-7104 Company E-Mail Address: jimwilliams@homebuildingstore.com Company Website: homebuildingstore.com Company Comment: f Reference City: Jacksonville, Florida Building Orientation: Front door faces East Daily Temperature Range: Medium Latitude: 30 Degrees Elevation: 26 ft. Altitude Factor: 0.999 Elevation Sensible Adj. Factor: 1.000 Elevation Total Adj. Factor: 1.000 Elevation Heating Adj. Factor: 1.000 Elevation Heating Adj. Factor: 1.000 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 32 29.92 80% n/a 72 n/a Summer: 94 77 47% 50% 75 48 Total Building Supply CFM: 788 CFM Per Square ft.: 0.590 Square ft. of Room Area: 1,335 Square ft. Per Ton: 783 Volume(ft')of Cond. Space: 10,674 to71 "= A Total Heating Required Including Ventilation Air:' 24,659 Btuh 24.659 MBH Total Sensible Gain: 17,315 Btuh 85 % Total Latent Gain: 3,137 Btuh 15 % Total Cooling Required Including Ventilation Air: 20,452 Btuh 1.70 Tons (Based On Sensible +Latent) f „ Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensibleand latent loads according to the manufacturer's performance data at your design conditions. Friday, October 19, 2012, 2:01 PM Rhvac-Residential�Light Commercial HVAC toads Mite$6fw are pmerd,'bi Flcu�ne wEby�eniIicresp 650 OmW St 4 Bedroom i)Btadtt�S"i<gb 3aV1�iVm��`�t�iLt�f7 i7. Miscellaneous Report oor tib F DIVVIA.' et, til [3 $tf Winter: 32 29.92 80% n/a 72 n/a Summer: 94 77 47% 50% 75 48.06 Main Trunk Runouts Calculate: Yes Yes Use Schedule: Yes Yes Roughness Factor: 0.01000 0.01000 Pressure Drop: 0.1000 in.wg./100 ft. 0.1000 in.wg./100 ft. Minimum Velocity: 550 ft./min 450 ft./min Maximum Velocity: 600 ft./min 750 ft./min Minimum Height: 0 in. 0 in. Maximum Height: 0 in. 0 in. .- Winter Summer Infiltration Specified: 0.250 AC/hr 0.250 AC/hr 44 CFM 44 CFM Infiltration Actual: 0.250 AC/hr 0.250 AC/hr Above Grade Volume: X 10,674 Cu.ft. X 10,674 Cu.ft. 2,669 Cu.ft./hr 2,669 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 44 CFM 44 CFM Total Building Ventilation: 0 CFM 0 CFM ---System 1--- Infiltration &Ventilation Sensible Gain Multiplier: 20.88 = (1.10 X 0.999 X 19.00 Summer Temp. Difference) Infiltration &Ventilation Latent Gain Multiplier: 32.65 = (0.68 X 0.999 X 48.06 Grains Difference) Infiltration &Ventilation Sensible Loss Multiplier: 43.96 = (1.10 X 0.999 X 40.00 Winter Temp. Difference) Winter Infiltration Specified: 0.250 AC/hr(44 CFM) Summer Infiltration Specified: 0.250 AC/hr(44 CFM) SSS, js.' ' a 1 Supply Main Attic 16B 0.09 6 360 No 1 Return Main Attic 16B 0.15 6 67 No Friday, October 19, 2012, 2:01 PM Rhvac-Rwidential&Light Commercial HVAC Loads Elite Softwwe. Inc. Home Energy Sarvioes 650 Orchid St 4 Bedroom t'letachbd Skil* JacksonvUie FL 32218 ' 4 Load Preview Report 71 Sys Sys Sys Net Tec ft.' Sen Lat Net Sen Ht CI Act Duct Scope Ton Ton /Ton Area Gain Gain Gain Loss g g Size CFM CFM CFM Building 1.70 1.92 694 1,335 17,315 3,137 20,452 24,659 499 788 788 System 1 1.70 1.92 694 1,335 17,315 3,137 20,452 24,659 499 788 788 16 Duct Latent 684 684 Zone 1 1,335 17,315 2,453 19,768 24,659 499 788 788 16 1-Living 263 5,302 1,115 6,417 5,104 103 241 241 2--7 2-Br 1 149 1,163 127 1,290 2,038 41 53 53 1-4 3-AHU 22 50 0 50 34 1 2 2 1-4 4-Hall 24 54 0 54 38 1 2 2 0--0' 5-Br 2 162 1,127 127 1,254 2,059 42 51 51 1-A &Br 3 143 2,243 221 2,464 4,395 89 102 102 1--6 7-Owners 182 2,417 254 2,671 4,533 92 110 110 1-6 8-Owners Bath 72 360 54 414 855 17 16 16 1-4 9-Bath 2 71 357 54 411 850 17 16 16 1-4 10-Kitchen 119 3,153 289 3,442 1,663 34 143 143 1--7 11-Dining 128 1,089 212 1,301 3,091 63 50 50 1-4 Friday, October 19, 2012, 2:01 PM Rhea¢-ft" i&'LW4 Commercial iiVAC toads site sottw#me 09VIII16pnowkinc. time EfwW Serir* 656 Orchid 3t 4 BedrbqVi0illichod OV16 Jacksonvfl)e,i.S2i$ Paw 5 Duct Size Preview Room or MinimumMaximum Rough. Design SP Duct Duct Htg Clg Act. Duct Duct Name Velocity Velocity Factor L/100 Loss Velocity Length Fbw Flow Fbw _Size System 1 Supply Runouts Zone 1 1-Living 450 750 0 0.1 451.3 103 241 2--7 2-Br 1 450 750 0 0.1 606.3 41 53 1-4 3-AHU 450 750 0 0.1 26.1 1 2 1-4 4-Hall 450 750 0 0.1 0 1 2 0-0 5-Br 2 450 750 0 0.1 587.8 42 51 1-4 6-Br3 450 750 0 0.1 519.7 89 102 1-6 7-Owners 450 750 0 0.1 560 92 110 1-6 8-Owners Bath 450 750 0 0.1 187.7 17M 16 1-4 9-Bah 2 450 750 0 0.1 186.3 17 16 1-4 10-Kitchen 450 750 0 0.1 536.7 34 143 14 11-Dining 450 750 0 0.1 567.8 63 50 1-4 Other Ducts Supply Main Trunk 550 600 0 0.1 564.2 499 788 16 Summary System 1 Heating Flow: 499 Cooling Flow. 788 Friday, October 19, 2012, 2:01 PM Rhvaa-Residential&Light Commercial WAG imads, irlibe Sottrrs�e ttav�elolxnent,lnc. dame anergy Services 650 Orchid St 4 l3edroan Deetathed1$ftV e Jacksonvihe'FL 3221$ P 6 Total Building Summary Loads 1pesc44o"tent nee Seh it at, ' } # un t_ras Gain ' LIY�1 k 4A-6-o: Glazing-Double pane low-e(e= 0.20 or less), 151.6 1,998 0 2,787 2,787 high performance, operable window, a=0.05 on surface 2, any frame, u-value 0.33, SHGC 0.33 10D-f: Glazing-French door, double pane low-e glass (e= 20.1 338 0 490 490 0.10), insulated fiberglass frame, u-value 0.42, SHGC 0.32 1OD-f: Glazing-French door, double pane low-e glass (e= 20.1 338 0 217 217 0.10), insulated fiberglass frame, outdoor insect screen with 50% coverage, light color blinds at 450 with 50% coverage, u-value 0.42, SHGC 0.32 12C-Obw: Wall-Frame, R-13 insulation in 2 x 4 stud 1043.8 3,798 0 1,521 1,521 cavity, no board insulation, brick finish, wood studs 12C-Obw: Part-Frame, R-13 insulation in 2 x 4 stud 136 471 0 235 235 cavity, no board insulation, brick finish, wood studs 16B-30: Roof/Ceiling-Under Attic with Insulation on Attic 1334.2 1,707 0 2,305 2,305 Floor(also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Asphalt Shingles or Dark Metal, Tar and Gravel or Membrane, R-30 insulation 22A-ph: Floor-Slab on grade, No edge insulation, no 175 9,505 0 0 0 insulation below floor, any floor cover, passive, heavy moist soil _ Subtotals for structure: 18,155 0 7,555 7,555 People: 5 1,000 1,150 2,150 Equipment: 0 3,500 3,500 Lighting: 0 0 0 Ductwork: 4,549 684 4,183 4,867 Infiltration: Winter CFM: 44, Summer CFM:44 1,955 1,453 927 2,380 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Total Building Load Totals: 24,659 3,137 17,315 20,452 Total Building Supply CFM: 788 CFM Per Square ft.: 0.590 Square ft. of Room Area: 1,335 Square ft. Per Ton: 783 Volume(ft') of Cond. Space: 10,674 34 " Total Heating Required Including Ventilation Air: 24,659 Btuh 24.659 MBH Total Sensible Gain: 17,315 Btuh 85 % Total Latent Gain: 3,137 Btuh 15 % Total Cooling Required Including Ventilation Air:', 20,452 Btuh 1.70 Tons (Based On Sensible+ Latent) v. 41 _ { y k _ Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J'8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. Friday, October 19, 2012, 2:01 PM Rhvac 1 Conn AC Loads >•tame y 650 OMM St n 8edrtiom Medd Jacksonu�e'FL 32898 pea [—Building Pie Chart Infiltration 8% Ductwork 18% Floor 39% Building Loss 24,659 Btuh Glass 11% Roof 7% Wall 17% Roof 11% Infiltration 12% Wall 9% Building Ductwork 24% Gain 20,452 Btuh Glass 17% People 11 o o Equipment 17% Friday, October 19, 2012, 2:01 PM Rhvac-Residential Might Commercial HVAC Dads Elite software DevetopmeK lnc. Home!Energy Services 650 Orchid St 4 Bedroom Detached Single Jatcsonville,fL 32218 PAM a System 1 Room Load Summary I Run -Run tart te , No"Name` � #uh aC+FM` ° e' " Ott tel. IVI ---Zone 1--- 1 Living 263 5,104 103 2-7 451 5,302 1,115 241 241 2 Br 1 149 2,038 41 1-4 606 1,163 127 53 53 3 AHU 22 34 1 1-4 26 50 0 2 2 4 Hall 24 38 1 0-0 0 54 0 2 2 5 Br 2 162 2,059 42 1-4 588 1,127 127 51 51 6 Br 3 143 4,395 89 1-6 520 2,243 221 102 102 7 Owners 182 4,533 92 1-6 560 2,417 254 110 110 8 Owners Bath 72 855 17 1-4 188 360 54 16 16 9 Bath 2 71 850 17 1-4 186 357 54 16 16 10 Kitchen 119 1,663 34 1-7 537 3,153 289 143 143 11 Dining 128 3,091 63 _ 1-4 568 1,089 212 50 50 _ Duct Latent ___ 684 System 1 total 1,335 24,659 499 _ 17,315 3,137 788 788 System 1 Main Trunk Size: 16 in. Velocity: 564 ft./min Loss per 100 ft.: 0.054 in.wg 17 Net Required: 1.70 85%/ 15% 17,315 3,137 20,452 Actual: 2.00 75%/25% 18,000 6,000 24,000 Heating System Coolinq System Type: Air Source Heat Pump Air Source Heat Pump Model: GSZ130251A* GSZ130251A* Indoor Model: ASPF183016E*+TXV Brand: GOODMAN, JANITROL,AMANA GOODMAN, JANITROL, AMANA DISTINCTIONS, EVERREST, O DISTINCTIONS, EVERREST, O Description: Air Source Heat Pump Air Source Heat Pump Efficiency: 8.2 HSPF 14 SEER Sound: Capacity: 47°F: 22,000/ 17°F: 13,300 Btuh 24,000 Btuh Sensible Capacity: n/a 18,000 Btuh Latent Capacity: n/a 6,000 Btuh AHRI Reference No.: n/a 5492237 Friday, October 19, 2012, 2:01 PM JULIUS LEE PE. FILE COPY RE: 446343 - 1109 COASTAL BAY BLVD, BOYNTON BEACH, FL 33435 Site Information: Project Customer: Beaches Habitat Project Name: 446343 Model: 4 Bedroom �i,�.F ' =t l 1 Lot/Block: Subdivision: Address: 650 Orchid St - City: Duval State: Florida Name Address and License#of Structural Engineer of Record, If there is one,for t�e:bu)dan Name: Paine, Lawrence A., PE License#: 21475 = "- Address: 319 Oglethorpe Blvd. City: St.Augustine State: Florida General Truss Engineering Criteria& Design Loads (Individual Truss Design brawn s Show Spec I ial Loading Conditions): FBC 2010/TPI 2007 Design Program: MiTek 20/2.0,,7.3 r- v ASCE 7-10 Wind Speed: 130 mph Floor Load: N/A psf Roof Load: 32.0 psf F o This package includes 16 individual, dated Truss Design Drawings and 0 AddltionatDfawir'tgs r` With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engin r and hls�ir)dex sh�e4t conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineer�Rulest 1 This document processed per section 16G15-23.003 of the Florida Board of Pro%446nale Rubs: w In the event of changes from Builder or E.O.R.additional coversheets and 4raw6+ May pcc�mancL this coversheet.The latest approval dates supersede and replace the previus drawings. ( W No. Seal# Truss Name I Date t e 1 116059659 ICJ01 10/25/01 = 4 12 116059660 I CJ02 110/25/01 13 116059661 I CJ03 110/25/01 C 14 116059662 I CJ04 110/25/01 15 116059663 I CJ05 110/25/01 16 116059664 J EJ01 110/25/01 g z 17 116059665 J EJ02 110/25/01 18 116G59666 I HJ01 110/25/01 19 116059667 I HJ02 110/25/01 110 116059668 I T01 110/25/01 Ill 116059669 I T02 110/25/01 112 116059670 I T03 110/25/01 113 116059671 I T04 110/25/01 114 116059672 I T05 110/25/01?� 115 116059673 I T06 1 10/25/01� 116 116059674 1 T07G 110/25/01 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). Truss Design Engineer's Name: Julius Lee * ' 0 3 869 * _ My license renewal date for the state of Florida is February 28,2013. r I ,� NOTE:The seal on these drawings indicate acceptance of — p W.1 professional engineering responsibility solely for the truss STATE OF components shown. The suitability and use of this component for any particular building is the responsibility of the building ///s/ONpL � 0 1� designer, per ANSI/TPI-1 Chapter 2. �0 1/11 1 1 11ober 25,2012 1 of 1 Julius Lee Y Job Tnsss TJACK-'OPEN ply18059859 446343 CJ01 TRUSS 4 1 Job Reference o tion Builders FlrstSource, Jacksonville,FI 32244 7.350 s Jul 312012 MiTek Industries,Inc.Thu Oct 25 08:23:09 2012 Page 1 I D:N 13mR SdDjzOVMuwnEum_vsyQ8tl-ee2R48ahcExth7hodgnSVlu WSY,jg4inX4Ty_hy 1-1-0 1-4-0 1-1-0 6caM•i B.S 3 4 4. 1, e1 3 Yr 3.4= 1-2 LOADING(psf) SPACING 2-0.0 CSI =DEFL (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.12 2 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.01 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 3 Na n/a BCOL 5.0 Code FBC2010rrPI2007 (Matrix) Weight:6 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-1-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=131/0.5-8(min.0.1-8),5=5/Mechanical,3=-21/Mechanical Max Horz 2=45(LC 8) Max Uplift2=-145(LC 8),3=-27(LC 2) Max Gray 2=159(LC 2),5=15(LC 3),3=38(LC 10) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \��� `vS S. (7-9) NOTEs �� J�' \GENgF 1)Wind:ASCE 7-10;130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFR8(envelope) i gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 1 i \ 7� 2)Thiss has been designed fora 10.0 pst bottom chord live load nonconcurrent with any other live loads. 34$69 _ 3)'1 hl cuss I OOM designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. N= 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. — LL 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 145 Ib uplift at joint 2 and 27 Ib uplift at joint 3. + 61� W' 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ` 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the STATE OF responsibility of the building designer per ANSI TPI 1 as referenced by the building code, i 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 .FL ORIDP`.•�C \, LOAD CASE(S)Standard ///// �O A 1 A G• \�\\ October 25,2012 ® WARNING-V­q,design 1—man—and MEAD NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-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 responsibility of the Julius Lee PE. erector.Additional pennonent 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/11`11 Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofdc Drive,Madison.WI 53719. Job Truss Truss Type Qty Ply 16059660 446343 CJ02 Jack-Open Truss 4 1 [Job Reference(optionali Builders FirslSource, Jacksonville,FI 32244 7.350 s Jul 312012 MiTek Industries,Inc.Thu Oct 25 08:23:10 2012 Page 1 ID:N 13mRSdDjzOVMuwnEum__vsyQ8tl-6gcpl UbJNX3kJHG_BYlhl yQgLy14ZXyxmkDWX7yPwp -1-4-0 3-0-0 1-4-D 3-0-0 Sao=19.8 3 400 F T1 Bi t 4 hd= 3 011 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loo) I/deg Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a Na BCDL 5.0 Code FBC201 OFFP12007 (Matrix) Weight:11 It, FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. M'IS recommends that Stabilizers and required cross bracing be installed durin truss ,act.., ecton in accordance with Stabilizer Installation quids. REACTIONS (lb/size) 3=40/Mechanical,2=162/0-5-8(min.0-1-8),4=14/Mechanical Max Hoa 2=73(LC 8) Max Uplift3=-45(LC 12),2=-146(LC 8) Max Gray 3=49(LC 2),2=195(LC 2),4=41(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \�eo 1)Wind:ASCE7-10;130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDLx3.Opsf;h=15ft;Cat.II;ExpC;EnG.,GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed fora 10.0 pst bottom chord live load noncencumenYwith any other five loads. /'348693)'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 thebottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi.5)Provide mechanical connection(by others)of truss to bearing platecapable ofwithstanding 45 Ib uplift atjoint3 and 146 Ib uplift atjoint2.6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.7)This manufactured product is designed as an individual building component. ThePsuitability and use of this component for any particular building is theTATE OFresponsibility of the building designer per ANSI TPI 1 as referenced by the buildin code.8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. (OR'pP9)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 ��/ /O N A'11- October 25,2012 A WARNING-Verify design p.--tans and READ NOTES ON THIS AND INCLUDED MITES REF'ERE'NCE PAGE MLI-7473 BEFORE USE. Design valid for use only with MiTek connecters.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 responsibilliy,of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 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 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type OtyPly 18059681 446343 CJ03 Jack-Open Truss 4 1 Job Referenceo tions Builders FirstSource, Jacksonville,FI 32244 7.350 s Jul 312012 MiTek Industries,Inc.Thu Oct 25 08:23:11 2012 Page 1 ID:N13mRSdDjzOVMuwnEum vsyQ8t1-aOACVpcx8rBbwRrAlFpwaAzotLczl_B4?Oy33ZyPwp -14-05-0-0 ' 1-4-0 5.0-0 3ceN•1.13.2 3 4.FT TI 2 B1 i 2x4= 0 0.1• LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deg Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TO 0.38 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.05 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:18 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed dune truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 3=92/Mechanical,2=207/0-5-8(min.0-1-8),4=24/Mechanical Max Harz 2=104(LC 8) Max Uplift3=•95(LC 12),2=-162(LC 8) Max Gray 3=113(LC 2),2=249(LC 2),4=71(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\\ `\v S S.K eo NOTES (7-9) \GENS,,1)Wind:ASCE 7-10;130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=15f1;Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) gable end zone and C-C Exterior(2)zone;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.602)This truss has been designed fora 10.0 psf bottom chord live load nonconcurtent with any other live loads. X8693)•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 wde 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. —5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 95 Ib uplift at joint 3 and 162 Ib uplift at joint 2. ►►6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �7)This manufactured product is designed as an individual building component.The suitability and use of this component for any particular building is theTATE OFresponsibility 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 , ,. •1/�-\\.J\\ LOAD CASE(S)Standard /�ri111111\\\\ October 25,2012 A WARNING-Vor(ry design p­f­and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI-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 tens designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the 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 CrBedo,DSB-89 and BCSII Building Component Boynton Beach.FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719. JobT."u-s"s Truss Type Qty Ply 16059862 446343 Jack-Open Truss 4 1 Job Reference o bona Builders FirstSource, Jacksonville,Ff 32244 7.350 s Jul 31 2012 MiTek Industries,Inc.Thu Oct 25 08:23:12 2012 Page 1 ID:N 13mR SdDjzOVMuwnEum_vsyQBt1-3CkajgdZv9KSYbQNJzK96NW?II?s1 RRED2ida0ypw0 -1-a-o 2-0-0 1-4-0 2-0-0 s0-.=ret 3 4 4WFIT Ti d el 8 ]v4= 5 0-s-o 1-10-14 a L, 1-2.14 1- LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) gdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.04 Vert(TQ -0.00 2-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 Na n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:8 l FT 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling direly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation ouide. REACTIONS (Ib/size) 2=132/0-3-8(min.0-1-8),3=22/Mechanical,6=11/Mechanical Max Harz 2=59(LC 8) Max Uplift2=-148(LC 8),3=-30(LC 12),6=-14(LC 8) Max Gray 2=160(LC 2),3=26(LC 2),6=33(LC 3) FORCES (ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\ vS �•+.K. // NOTES (7-9) �N�'. ENS,, �\ 1)Wind:ASCE 7-10;130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf h=15ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) gable end zone and C-C Exterior(2)zone;cantilever left exposed;porch left and right exposed;C-C for members and forces 8 MWFRS for reactions i shown;Lumber DOL=1.60 plate grip DOL=1.60 _ * 34869 2)This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. _ 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 148 Ib uplift at joint 2,30 lb uplift at joint 3 and 14 Ib uplift at joints. STATE OF 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 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. •• _. \� \ 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 //r)1()((\\\\\ October 25,2012 A WARNING-Ver{fy dcsian paramcta and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity,of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 90nofrio Drive,Madison,col 53719. Job Truss Truss Type 18059883 pry Py 446343 CJ05 Jack-Open Truss 4 1 Job Reference o Bona Builders FirstSource, Jacksonville,F132244 7.350s 5.,31 2012 MiTek Industnes,Inc.Thu Oct 25 08:23:13 2012 Page 1 ID:N13mRSdDjzOVMuwnEum_vsyQ8tl-XPlywVdCgSSJAI_ZsgrOfb25s9lemuhNSiRA6SyPwo 1 1-4-0 4-0-0 6ub•1:11.5 3 900 T1 81 .4= 4 0.B-0 3-10.14 4,0_0 0-6-0 3.2.14 LOADING(psf) SPACING 2-0-0 CSI DEFLin (loc) Ildefi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) 0.04 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.20 Vert(TL) 0.03 2-4 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 Na n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:14 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0.0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=71/Mechanical,2=180/0.3-8(min.0-1-8),4=19/Mechanical Max Harz 2=89(LC 8) Max Uplift3=-74(LC 12),2=-189(LC 8),4=-31(LC 8) Max Grav 3=87(LC 2),2=217(LC 2),4=57(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (7-g) eo GENgF1)Wind:ASCE 7-10;130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf,BCDL=3.Opsf;h=15ft;Cat.II;ExpC;Encl.,GCpi=0.18;MWFRS(envelope) gableend zone andC-C Extedor(2)zone;cantilever left exposed;porch leftand right exposed;C-C for members andforces&MWFRS for reactionsshown;Lumber DOL=1.60 plate grip DOL=1.6034869 2)This truss has been designed fora 10.0 psibottomchord live load nonconcurrentwith any otherlive 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. W5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 74 Ib uplift at joint 3,189 Ib uplift at joint 2 and 31 Ib uplift at ��vVVV...11l 41 `joint 4. TATE OF 6)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis end design of this Wss.7)This manufactured product is designed as an individual building component.The suitability and use of this component for any particular building is theLOR'p •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. /// S/ •'"''••<\ \\ 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 October 25,2012 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE Mll-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 ony.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 labrication,quality control,storage.delivery,erection and bracing,consult ANSI/71`11 Quality Criteria,DSB-89 and BCSIII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onolno Drive,Madison,WI 53719. Job Truss Truss Type oty Ply 16059664 446343 EJ01 Jack-Partial Truss 9 1 Job Reference o Uona Builders FirstSource, Jacksonville,FI 32244 7.350 s Jul 312012 MiTek Industries,Inc.Thu Oct 25 08:23:14 2012 Page 1 I D:N13mRSdDjzOVMuwnEum_vsyQ8tl-?bsK7regRmaAnuZIQONdCobCzZaoVLx)(hMBjfuyPwo 1-4-0 -1-a-o smb•r.me 400 T, a B1 b4= LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.78 Vert(LL) -0.12 2-4 >663 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.21 2-4 >379 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a Na BCDL 5.0 Code FBC2010rrP12007 (Matrix) Weight:24 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek rewmmends that Stabilizers and required cross bracing be installed Burin truss erection in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=140/Mechanical,2=258/0.5.8(min.0.1-8),4=34/Mechanical Max Harz 2=96(LC 8) Max Uplift3=-91(LC 12),2=-118(LC 8) Max Gray 3=171(LC 2),2=309(LC 2),4=101(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\\\ `vS S•k. //// NOTES (7-9) 1)Wind:ASCE 7-10;130mph(3-second gust)Vasil=101 mph;TCDL=4.2psf,BCDL=3.Opsf;h=15ft;Cat.Il;Exp C;End.,GCpi=0.18;MWFRS(envelope) and C-C Exterior(2)zone;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 i 2)This truss has been designed fora 10.0 psi bottom chord live load nonconcurtent with any other live loads. � � %/j'/"1 x$69 •••� �_ 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 vide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. — T 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 91 Ib uplift at joint 3 and 118 lb uplift at joint 2. (L 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. W 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 STATE OF •• z. 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 SPIE. •n••• •"L OR1 " 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 V •••••.••. <1 LOAD CASE(S)Standard \ \ it V PA October 25,2012 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity,of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/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 18059885 446343 EJ02 Jack-Closed Thus 10 1 JoD Reference o bona Builders FirstSource, Jacksonville,F132244 7.350s Jul 31 2012 MiTek Industries,Inc.Thu Oct 25 08:23:15 2012 Page 1 ID:N13mRSdDjzOVMuwnEum vsyQ8t1-TnQiLBfSC4i1P28y_5usk08Sbzx6EoBgwowHBKyPw 6-0-0 1-4-0 6-0-0 9wN•1.153 .4 11 3 4a[1—2 W1 TI 1 F1 V ?j et 2x4 0.6-00 afi-o Plate Offsets X ;0.6-10 0-0-4 LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) 11deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) 0.12 4-9 >581 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.39 Vert(TL) 0.10 4-9 >677 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 2 n1a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight:23 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-10 oc purlins,except end BOT CHORD 2x4 SP No.2 verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FMiTek recommends that Stabilizers and required cross bracing be installed ss tl n in accordance with Stabilizer Installation REACTIONS (Ib/size) 4=124/Mechanical,2=251/0-3-8(min.0-1-8) Max Harz 2=119(LC 8 Max Uplft4=-139(C 8),2=-254(LC 8) Max Grav 4=146(LC 2),2=300(LC 2) `V FORCES (Ib)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. � J \CENSE'•. TOP CHORD 2-8=-960/954 / i BOT CHORD 2-9=-854/948 1 ••1 NOTES (7-9) ._ 7C 34869 7� _ 1)Wnd:ASCE 7-10;130mph(3-second gust)Vasal=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=1511;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) (. gable end zone and C-C Exterior(2)zone;cantilever left exposed;porch left and right exposed;C-C for members and forces IS MWFRS for reactions —-0 shown;Lumber DOL=1.60 plate grip DOL=1.60 1 W 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, v v•� .: 3)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the i STATE OF bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. ••'•.FC ORIDP' •• \ 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 139 Ib uplift at joint 4 and 254 Ib uplift at joint 2. •� -. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ��s/ '• •G\\\\ 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. 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. 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 October 25,2012 A WARNING-Ver(/g design p—t—and READ NOTES ON TIDE AND INCLUDED MITER REFERENCE PAGE Mil-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design 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 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 Safety Information available from Truss Plate Institute,593 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Oty Ply 16059666 446343 HJ01 Diagonal Hip Girder 2 1 Job Reference o bona Builders FirstSource, Jacksonville,F132244 7.350 s Jul 312012 MiTek Industries,Inc.Thu Oct 25 08:23:17 2012 Page 1 ID:N13mRSdDjzOVMuwnEum vsyQBt1-PAXTmthikhyleMIK5WwKpRDormbRidkzNKPOFDyPwo -1-10.10 5-4-12 9-10-13 1-10.10 ' 6-4-12 4-6-1 svp=rn, 2.63 F2- 3.4% 0 T1 W1 2 dl e, 72x4 II 12 6 6 2x6- 5-4-12 9-10-13 -4-12 4-6-1 ' LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deg Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.04 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.09 6-7 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.38 Hom(TL) 0.01 5 n/a rue BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:41 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-5-9 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed dudn truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 4=110/Mechanical,2=391/0-7-12 (min.0-1-8),5=222/Mechanical Max Harz 2=136(LC 4) Max Uplift4=-108(LC 4),2=-313(LC 4),5=-128(LC 8) Max Grav 4=135(LC 2),2=468(LC 2),5=257(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-8=-843/414,3-8=-784/416 BOT CHORD 2.10=-482/786,10.11=-462/786,7-11=-482!786,7.12=-482/786,6.12=-482/786 \ •' \CENSE •'�� i WEBS 3-7=0/251,3-6=-822!504 i NOTES (9.11) ` * 34869 •' 1)Wind:ASCE 7-10;130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL-3.Opsf;h=15ft;Cat.Il;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) _ gable end zone;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. - u.._ 3)'This truss has been designed for a live bad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Bt between the bottom chord and any other members. \[;,(�� 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. STATE OF 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 108 Ib uplift at joint 4,313 Ib uplift at joint 2 and 128 lb uplift •'`�'\ at joint 5. .F(ORtDP •' 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. S 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)46 Ib up at 4-3-11,46 Ib up at 4.3.11,and 59 Ib down and 96 Ib up at 7-1-10,and 59 lb down and 96 lb up at 7-1-10 on top chord,and 15 Ib up at 1-5-12,15 Ib up at 1-5-12,11 Ib down and 2 Ib up at 4-3-11,11 Ib down and 2 Ib up at 4-3-11,and 41 Ib down at 7-1-10,and 41 Ib down at 7-1-10 on bottom chord. The design/selection of such ///// N(A\`\ 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 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 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pif) Vert:1-4=44,2-5=-10 Concentrated Loads(lb) Vert:8=8(F=4,8=4)9=-96(F=-48,B=-48)10=10(F=5,8=5)11=-7(F=-4,B=41)12=-27(F=-14,B=-14) October 25,2012 A WARNING-VeHfy design paramet-and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE Mf7-7473 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 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 Criteria,DSO-89 and BCSIt Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type pry ply 16059687 446343 HJ02 Diagonal Hip Girder 2 1 Job Reference o ions Builders FirslSource, Jacksonville,FI 32244 7.350 5 Jul 312012 MiTek Industries,Inc.Thu Oct 25 08:23:19 2012 Page 1 I D:N 1 3m SdDjzOVMuwnEum_vsyO8tl-LZfDBYiyFICTugSjDxyousl5_aCxAaWGgeuUK6yPwo 1.10-10 4-B-4 8-5-1 1-10-10 4-8-4 3.9-9 Scent•1.18.8 hd 11 d 4 to 283 F-� 3x4 3 B VB3 T1 W N2 2 ' at 11 82d II 2 T 3rd= 2.= 6 0-tt-5 4-&4 & 13 0.11-5 3-&15 3-8-13 0. 2 LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) 0.03 2-8 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.78 Vert(TL) -0.04 2-8 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.17 Horz(TL) -0.01 7 n/a Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:37 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 8-2-4 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed durin truss erection in accordance with Stabilizer I stallation ouide. REACTIONS (Ib/size) 7=246/Mechanical,2=316/0-4-15(min.0.1-8) Max Harz 2=121(LC 4) Max Uplift7=-284(LC 4),2=-354(LC 4) Max Gray 7=288(LC 2),2=376(LC 2) \�+\ FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\ V.7 TOP CHORD 2-9=-5371480,3-9=-4981480 \VA � BOTCHORD 2-11=-509/496.8-11=-509/496,8-12=-509/496,7-12=-509/496EN$WEBS 3-7=-481/500NOTES (g_11)1)Wind:ASCE 7-10;130mph(3-second gust)Vasd=101mph;TCDL=4.2psh BCDL=3.OpsF h=15ft;Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) 34869gable end zone;cantilever left exposed;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 nonconcurrent with any other live loads. - _ 3)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 9t between the ; W bottom chord and any other members. U` 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 284 Ib uplift at joint 7 and 354 Ib uplift at joint 2. STATE OF ••`�\ 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •••,•Ft ORAD P , 7)Hangers)or other connection device(s)shall be provided sufficient to support concentrated load(s)8 Ib down and 31 Ib up at 2-10.11,8 Ib down and 31 SS, ., •.,. \�\\ Ib up at 2-10.11,and 331b down and 75 Ib up at 5.8-10,and 33 Ib down and 75Ib up at 5-8-10 on top chord,and 3 Ib down and 24 Ib up at 2-10-11,3 / ` •/``\ \ fsuch connection device(s)is theresponsibilityd27 1o fnodt4l ib up at 5-&10,and 271b down and 41 Ib up at 5-&10 on bottom chord.The desigNselection //////0 NIA 4\ 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:1-4=-44,4-5=-14.2-6=-10 Concentrated Loads(lb) Vert:9=44(F=22,B=22)10=-53(F=-27,B=-27)11=-2(F=-1,B=-1)12=-18(F=-9,B=-9) October 25,2012 A WARNING-Vnr(fjI design Parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MR-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,05.89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,5B3 YOnofrio Drive,Madison.WI 53719. Job Truss Truss Type Qty Ply 16059668 446343 T01 Hip Truss 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,F132244 7.350 s Jul 312012 MiTek Industries,Inc.Thu Oct 25 08:23:212012 Page 1 ID:N 13mRSdDjzOVMuwnEum_vsyQ8t1-lxnzcEkDnwSA7zc5KM?G_HNMgNy1 eJgYlyNbOypw -L-4-0 7-0.0 12-1-15 17-2-1 22-4-0 29-4-0 11-4-0 7-0-0 5-1-15 5-0-3 5-1-15 7-0.0 s�.w=rs3z 8x8- b4 3x0= 8x8= 49a 314191. 17 10 8 19 20 6 T7 - :::� -2: z 7 a1 e 5x0= 1s 21 22 1' 23 24 11 10 M 28 9 5x0= 2x4 11 4. 2= 7.14 MT20H WB- 1x4 II 3.= 7-0-0 t2-1-1s 17-2-1 22-4-0 29-4-0 7-0.0 5-1-15 5-0-3 5-1-15 7-0.0 Plate Offsets X Y: :0.4.0 0.2-10 :0-4-0 0.2-6 6:0.4-0 0-2-6 7:0-4-2 0.0.. 10:0-3-8 0.1-8 LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) I/deft Vd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.93 Vert(LL) -0.43 10.12 -804 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.84 10.12 >414 180 MT20H 187/143 BCLL 0.0 Rep Stress Incr NO WS 0.83 Horz(TL) 0.14 7 Na n/a BCDL 5.0 Code FBC2010fTP12007 (Matrix) Weight:165 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SYP No.1'Except TOP CHORD Structural wood sheathing directly applied. T2:2x6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-6-2 oc bracing. BOT CHORD 2x6 SYP SS MiTek recommends that Stabilizers and required cross bracing be installed WEBS 2x4 SP No.3 Burin truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=1612/0-5-8(min.0-2-4),7=1647/0-5-8(min.0.2-5) Max Horz 2=-34(LC 7) Max Uplift2=-709(LC 4),7=-754(LC 5) Max Grav 2=1 908(LC 2),7=1951(LC 2) \\\\``\``S' S•{r/ //// FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \ \,v •,'`'. TOP CHORD 2.3=-5163/1839,3-14=-6583/2379,14.15=-6584/2379,4-15=-6586/2379,4-16=-6584/2378, ,•' �CENgF'•.�� 16-17=$58412378,17-18=-6584/2378,5-18=-6584/2378,5-19=-6644/2433,19-20=-6642/2433, � i 6-20=-6641/2433,6-7=-5291/1975 * •'•• BOT CHORD 2-13=-1708/4843,13.21=-1703/4819,21-22=-1703/4819,12-22=-1703/4819,12-23=-2358/6642, 34869 23-24=•2358/6642,11-24=•2358/6642,10.11=-2358/6642,10-25=1799/4942,25-26=-1799/4942, 9-26=-1799/4942,7-9=-1804/4965 WEBS 3-13=-80/533,3-12=-705@048,4-12=-658/329,5-10=-668/316,6.10=-623/1977,6-9=•74/530 i NOTES (12-14) = ` 1)Unbalanced roof live loads have been considered for this design. i STATE OF 2)Wind:ASCE 7.10;130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL-3.Opsf;h=15ft;Cat.Il;Exp C;Encl.,GCpi=0.18;MWFRS(envelope); Lumber DOL=1.60 plate grip DOL=1.60 ,(1, L ORIDP.• G \\ 3)Provide adequate drainage to prevent water ponding. S1 •"•••••••' \\ 4)All plates are MT20 plates unless otherwise indicated. �0 N AL \\\ 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 709 to uplift at joint 2 and 754 Ib uplift at joint 7. 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)117 Ib down and 98 Ib up at 7-0.0,117 lb down and 98 Ib up at 9-0.12,117 Ib down and 98 Ib up at 11-0.12,117 Ib down and 98 Ib up at 13-0.12,117 Ib down and 98 Ib up at 14-8-0,117 Ib down and 98 lb up at 16-34,117 Ib down and 98 Ib up at 18-3-4,and 117 Ib down and 98 Ib up at 20-3-4,and 198 lb down and 213 Ib up at 22-4-0 on top chord ,and 292 It,down and 128 Ib up at 7-0.0,71 Ib down at 9-0-12,71 Ib down at 11-0.12,71 Ib down at 13-0-12,71 Ib down at 14-8-0,71 to down at 16-3-4,71 Ib down at 18-3-4,and 71 Ib down at 20.3-4,and 292 Ib down and 128 to up at 22-3.4 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). 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 IContinued an page 2 LOAD CASE(S)Standard October 25,2012 A WARNING-Verify design parlamat-and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with Mgek connectors.This design is based only upon parameters shown,and B for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary broCing 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 ANSIJTPI11 Quality Criteria,DSB•89 and BCSI1 Building Component Boynton Beach,Fl 33435 Safety Information available from Truss Plate Institute,583 D'Onofdo Drive.Madison,WI 53719. Job Truss Truss Type Oty �P'y 18059688 446343 T01 Hip Truss 1 =Ifi-na Builders FirstSource, Jacksonville,FI 32244 7.350 s Jul 312012 MiTek Industries,Inc.Thu Oct 25 08:23:212012 Page 2 I D:N 13mR Sd DjzOVMuwn Eum_vsy08tl-IxnzcEkDnwSA7zc5KM?G_H NMq Ny t eJgYlyNbOyPwo LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-44,3-6=-44,6-8=-44,2-7=-10 Concentrated Loads(lb) Vert:3=-96(F)6=-162(F)11=-24(F)13=-235(F)9=-235(F)14=-96(F)15=-96(F)16=-96(F)17=-96(F)18=-96(F)19=-96(F)20=-96(F)21=-24(F)22=-24(F)23=-24(F)24=-24(F)25=-24(F) 26=-24(F) A WARNING-Var(fy destlln p—mof—and READ NOTES ON THIS AND INCLUDED MJTEH REFERENCE PAGE MIT-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and B for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility,of building designer-not trans designer.Bracing shown is for lateral support of individual web members only,Additional temporary bracing to insure stability during construction is the responsibility of the 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'Onofrio Drive,Madison,WI 53719. Job Truss F.Wss Qty Ply16059669 446343 T02 1 1 Job Reference o bona Builders FirstSource, Jacksonville,FI 32244 7.350 s Jul 31 2012 MiTek Industries,Inc.Thu Oct 25 08:23:23 2012 Page 1 ID:N1 3mRSdDjzOVMuwnEumvsyQ8t1-EKvkOMTJXiuMHIUSn1k3iTgRBb36NjrlGsiTtyPw 1-4-0 4-10.14 9-0.0 14-8-0 20.4-0 24-5-2 29-4-0 30-B-0 1-4-0 4.10.14 4-1-2 5-8-0 5-8-0 4-1-2 4-10.14 1-40 ScaNa 1'.53.3 6x8- .411 3x6= 6 6 400 1x/� 2c4 i 3 2 e 0 �n d 2 13 11 lo 3x6 3 9 3 I 3.4 3x6 _ 7-8-14 14-8-0 21-7-2 29-4-0 7-8-14 6.11-2 6-11-2 7-8-14 Plate Offsets X :0-1-10 Ede 8:0.1-10 Ed e LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) VdeB Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) 0.26 12 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.41 12-13 >840 180 BCLL 0.0 Rep Stress Incr YES WB '0.22 Horz(TL) 0.11 8 n/a n/a BCDL 5.0 Code FBC2010rrPI2007 (Matrix) Weight:134 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-5-7 oc bracing. WEBS 2x4 SP No.3 MiTek rewmmends that Stabilizers and required cross bracing be installed durin truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=848/0.5.8(min.0.1-8),8=848/0.5-8(min.0.1.8) Max Horz 2=41(LC 12) Max Upliff2=-314(LC 8),8=-314(LC 9) \ Max Grav 2=1008(LC 2),8=1008(LC 2) \\� S FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \\ TOP CHORD 2-3=-2449/1307,3-4=-2183/1149,4-5=-2332/1285,5-6=-2332/1285,6-7=-2183/1149, \ �J•.•' \CENSF •'�� 7-8=-2449/1307 BOT CHORD 2-13=-1148/2274,12-13=-909/1929,11-12=-916/1942,10-11=-918/1942,8-10=-1164/2303 i WEBS 3-13=-303/248,4-13=-75/280,4-12=-227/546,5-12=-344/248,6-12=-227/546,6-10=-75/280, * 34869 •• 7-10=-303/248 _- NOTES (9-11) 1)Unbalanced roof live loads have been considered for this design. ' W 2)Wind:ASCE 7.10;130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) !, and C-C Exterior(2)zone;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 % STATE OF 3)Provide adequate drainage to prevent water ponding. •• 4)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. •••,�L GRID 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 (� •.•• •,. \V\\ bottom chord and any other members. �v •• �i�`\\ 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi, '/// /Q N A� 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 314 Ib uplift at joint 2 and 314 Ib uplift at joint 8. //I/1111110\\1 j)j j'+\\\ 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 SPI B. 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 October 25,2012 WARNING-Varih dasi,n panamatare and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-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 paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quolity control,storage,delivery,erection and bracing,consult ANSVTP11 quality Criteria,DSO-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Rate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type pry Py 16059670 448343 703 Hip Truss 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Jul 312012 MiTek Industries,Inc.Thu Oct 25 08:23:26 2012 Page 1 ID:N13mRSdDjzOVMuwnEum vsyQ8t1-evasfynLcS4TDkU37vaRhK5JCOdjJIZIRE5M4CyPw I -1-4-0 5.10-14 11-0-0 18-4-0 r+- 9-4-0 1-4-0 5-10-14 5.1.2 7-4-0 5-1-2 5-10.14 1.40 srb•r.53z sa= 5.6= 4 5 4W� 1x4 1 3 8 A 7 B (A d d �� 8 34= 3"4= .4= 3e4= 1.4= 345= 7-8-14 14-8-0 21-7-2 29-4-0 7-8-14 6-11-2 6.11-2 7-8.14 Plate Offsets KY):: :0-1-10 Ede :0-1-10 Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) 0.22 11 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.35 11-12 >987 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(TL) 0.11 7 n/a n/a BCDL 5.0 Code FBC2010/rP12007 (Matrix) Weight:130 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 3-2-14 oc purlins. T2:2x4 SYP No.t BOT CHORD Rigid ceiling directly applied or 5-5-12 oc bracing. BOT CHORD 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed WEBS 2x4 SP No.3 durin truss erection in accordance with Stabilizer Installation auide. REACTIONS (Ib/size) 2=848/0-5-8 (min.0-1-8),7=848/0-5-8(min.0-1-8) Max Harz 2=49(LC 12) Max Uplift2=-307(LC 8),7=-307(LC 9) Max Grav 2=1008(LC 2),7=1008(LC 2) eo \ s\SEFORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NSsTOPCHORD 2-3=-2426/1301,3-4=-2211/1197,4-5=-1829/1028,5-6=-2211/1197,6-7=-242611301BOTCHORD 2-12=-1136/2248,11-12=-834/1767,10-11=-83711774,9-10=-837/1774,7-9=-1152/2277 WEBS 3-12=-323/268,4-12=-1901416,5-9=-190/416,6-9=-323/26834869NOTES (9-11)1)Unbalanced roof live loads have been considered for this design.2)Wind:ASCE 7.10;130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;Cat.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 ///v,,,lllU-.3)Provide adequate drainage to prevent water ponding. Z 4)This truss has been designed for a 10.0 psf bottom chord live load nonconwrrent with any other live loads. iTATE OF5)'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 (ORID `bottom chord and any other members.6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. %S,/ • •••'• \\\ 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 307 Ib uplift at joint 2 and 307 Ib uplift at joint 7. /// /O A 1 A \� 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. // �V A \ 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 October 25,2012 A WARNING-Vor((y design parameters and READ NOTES ON THIS AND INCLUDED ADTEN REFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and B 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 respomibillity 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,DS11•89 and 8CSI1 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison,WI 53719. Job TruSS Truss Type Qty Ply 18059871 448343 T04 Hip Taus 1 1 �Job Reference o bona Builders FirstSource, Jacksonville,FI 32244 7.350 s Jul 31 2012 MiTek Industries,Inc.Thu Oct 25 08:23:28 2012 Page 1 ID:N13mRSdDjzOVMuwnEum_vsyQ8t1-bHid4dpc83LBT2eSFKdvmIAfBCJ5naJavYaT84ypw -1-4-0 1-4- -1 -14 13-0-0 22-5-2 tae n 0-6-0 0 6 3d 60 6-1-2 6-10.14 1-4-0 Scab=1'.53.] 4 5 4 O 113 8 d 7 n m a 3y6= 3v4 3x4= 3v4= 3y5= 7-8-14 14-8-0 21-7-2 29-4-0 7-6-14 6.11-2 6-11-2 7-8-14 Plate Offsets X Y: 2:0-1-10 Ede :0-1-10 Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) 0.22 11-12 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.65 Vert(TQ -0.35 11-12 >986 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.39 Holz(TL) 0.10 7 Na Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:133 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc punins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-5-8 oc bracing. WEBS 2x4 SP No.3 MiTek recommends thaccordance with Stabilizer Installation guide.Stabilizers and required cross bracing be installed Burin a REACTIONS (Ib/size) 2=848/0-5-8(min.0.1-8),7=848/0-5-8(min.0-1-8) truss erection in Max Harz 2=57(LC 12) Max Uplift2=-300(LC 8),7=-300(LC 9) \�1,%O I((/// Max Grav 2=1008(LC 2),7=1008(LC 2) // FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \ TOP CHORD 2.3=-2405/1295,3-4=-2304/1300,4-5=-1628/963,5-6=-2304/1300,6-7=-2405/1295 \\ J�' ENS,,•• �� BOT CHORD 2-12=-1125/2225,11-12=-725/1581,10.11=-726/1583,9-10=-726/1583,7-9=-1140/2254 i WEBS 3-12=-382/315,4-12=-391/694,5-9=-391/694,6-9=-382/315 1 ••1 i NOTES ( ed roof (r 34869 1)Unbalanced roof live loads have been considered for this design. nN/ 2)Wind:ASCE 7-10;130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL-3.Opsf;h=1Bit;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) and C•C Exterior(2)zone;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 TI 1 r r 3)Provide adequate drainage to prevent water ponding. N WWW...111 �W 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. STATE OF •• \ 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. •'•,•F(O Rip p. .'••�i�\� 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 300 Ib uplift at joint 2 and 300 Ib uplift at joint 7. S •••••••••G� \\ 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. '/// /O N A` C� \\ 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 SPI B. 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 October 25,2012 A WARNING-Vergy design Parameters and READ NOTES ON THIS AND INCLUDED MWEK REFERENCE PAGE MD-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based any upon parameters shown.and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is 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/TPII Quality CrIlerla,DS8-89 and BCSII Building Component Boynton BeaCh,FL 33435 Safety Information available from Truss Plate Institute,583 DOnofrio Nye,Madison,WI 53719. Job Truss Truss Type Qty Ply 18059872 448343 T05 Common Truss 18 1 Job Reference(optional- - Builders FirstSource, Jacksonville,FI 32244 7.350 s Jul 31 2012 MiTek Industries,Inc.Thu Oct 25 08:23:30 2012 Page 1 ID:N 13mR SdDjzOVMuwnEum_vsyQ8tl-XggNUJrsghbviMogMlfNrAFydOxzFW4tMs3aDzypwo -1-4-07-4-0 14-8-0 22-0.0 29-4-0 i 30-8-g i 1-4-0 7-4-0 7-40 7-4-0 7-4-0 SaM•1:528 4w 512 dx8 5 3x5 3x5 6 2y4\\ 2x0�i 3 r 2 5 HI 3 d 12 n 10 3x6= .4= ]"<= 3.1= ]x8= 9-9-5 19.6.11 29-4-0 r 9-9-5 9-9.5 9-9-5 Plate Offsets MY):: 2:0-1-10 Ede 8:0.1.10 Ed e LOADING(psp SPACING 2-0-0 CSI DEFL in (loc) I/deg Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.25 2-12 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.88 Vert(TQ -0.50 2-12 >695 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 Horz(TL) 0.10 8 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:124 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pur ins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-4-9 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 guide. REACTIONS (lb/size) 2=848/0-5-8 (min.0-1-8),8=848/0-5-8(min.0.1-8) Max Harz 2=64(LC 16) Max Uplift2=-293(LC 8),8=-293(LC 9) \ / Max Gray 2=1008(LC 2),8=1008(LC 2) pus...k FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. eo � •.TOPCHORD 2-3=-2395/1326,3-4=-207411146,4-5=-2017/1158,5-6=-2017/1158,6-7=-2074/1146, �GENs c7-8=-2394/1326 BOTCHORD 2-12=-115412220,11-12=-658/1441,10.11=-658/1441,8-10=•116712245WEBS 5-10=-309/634,7-10=-492/401,5.12=-309/634,3-12=-492/401 34869NOTES (8-10)1)Unbalanced roof live loads have been considered for this design. - U2)Wind:ASCE 7-10;130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;Cat.Il;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) Wand C-C Exterior(2)zone;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.603)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. TATE OF4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.5)All bearings are assumed to be SP N0.2 crushing capacity of 565 psi.6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 293 Ib uplift at joint 2 and 293 Ib uplift at joint 8. t) 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. //O N AL 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 SPIE. 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 October 25,2012 A WARNING-Ver(ry desi0n jn-tura and READ NOTES ON THIS AND INCLUDED MMEK REFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based onty upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity,of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Cdleria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,cal 53719. Job Truss Truss Type Qty Pty 16059873 446343 T06 Common Truss 1 1 Job Reference o lona Builders FirstSource, Jacksonville,F132244 7.350 s Jul 312012 MiTek Industries,Inc.Thu Oct 25 08:23:32 2012 Page t I D:N13mR SdDjzOVMuwnEum_vsyQ8tl-T3x8v?s6BlrcxfxDU9hrwbLKspimjN6Ag9YgHryPw -1-4.0 7-B-14 14-8-0 21-7-2 2a-e-0 8-0 7-6-14 6-11-2 6-11-2 7-8.14 sml.=r.sx e F1_2 4.6 = 0601' 5 3. 3.4 1 4 x4 U.4 3r HI6 B 3 _ 0 1x4 I 1 3"4 2.4 �g 6-7-47-8 14 I 12-4.12 14-8-0 20-5-8 21-7-2 29-4-0 S& 5 11 4 1-1-10 4-7-14 2-3-4 59-8 1-1-10 7-8-14 Plate Offsets X Y: 8:0-1-2 Ede LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL. 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) OAS 13-18 448 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.54 Vert(TQ -0.28 10-12 >719 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.47 Horz(TQ 0.02 8 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix�M) Weight:130 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied or 5-5-7 oe purlins. 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 7-12 MiTek recommends that Stabilizers and required cross bracing be installed H- truss e e i ' a withiiize Ins II uide. REACTIONS (lb/size) 2=282/0.3-8(min.0-1-8),12=97910-5-8(min.D-1-8),8=440/0-5-8 (min.0-1-8) Max Horz -2 Max Up ift2=-273(LC68),12=-406(LC 8),8=-180(LC 9) \\�```,,�+i) S. Max Gray 2=403(LC 27),12=1161(LC 2),8=539(LC 28) \\\ V S S.K FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. e �CENSFTOPCHORD 2-17=-1007/839,2-3=-3151399,3-4=-294/464,4-5=-283/551,5-6=-91/268,7-8=-1111/534BOTCHORD 2-18=-757/990,2.13=-267/248,12-13=-267/248,11-12=-214/659,10-11=-214/659,8-10=-598/1243869WEBS 3-13=-2951156,3-12=-677/867,5-12=-646/426,7-12=-915/541,7-10=0/266NOTES (8-10)1)Unbalanced roof live loads have been considered for this design. W2)Wind:ASCE 7-10;130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;cantilever left exposed;porch left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60TATE OF plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.4),This truss has bee 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 it between the ,••••, bottom chord and an other members. // `\ 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. //kg/Q \ 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 273 Ib uplift at joint 2,406 Ib uplift at joint 12 and 180 lb uplift /// � N(M \\�\ 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 SPIE. 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 October 25,2012 ® WARNING-Ver{fy design p.-t-and READ NOTES ON THIS AND imetuDED METES REFERENCS PAOS MN-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 poromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity,of the Julius Lee PE. erecta.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 ANS17TPI7 Quality Criteria,DSB-89 and 6CSI1 building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719. JobFTI-MIS-5TrussCommon Type Oty Pty 16059674 448343 Truss i 1 Job Reference(optional) Builders FlrstSource, Jacksonville,F132244 7.350 5 Jul 31 2012 MiTek Industries,Inc.Thu Oct 25 08:23:37 2012 Page 1 ID:N 7 3mRSdDjzOVMuwnEum_vsyOBtt-gO11 yiwFOgTv2RgAGjHOdf2CYqJ2OZ7vzRFRz3yPwo 5-5-3 10-0-9 148.0 19-3-7 23-10-13 29-4-0 30-8-0 1 1-40 5-5-3 4-7-7 5-5-3 SpM•1'.53.8 4x3= 2x4 11 6 2x4 It 2x4 - .4 11 .411 3x4 3M= 7 ad II 3 2xd II >xt0II T T 7xto It 400� s 3x4 f) 3x4 3x4 2x6 II 4211 It 3.4 a M II h T III 2x4 II 2xd II 10 D4 TI It 7x0= 20 30 38 q4 I) d 3x4 2x4 3x4= 2x4 II 8x6= ]xd= 2x4 II 3x4= 2x4 II 7x0=.4= 40 16 41 17 42 16 15 43 14 13 44 45 12 2x4 II 2x4 II Q-8-0 i e ti 54--95-33 0-9 14-8-0 149-73-77 ~23-170-713 -0 44-7-7 4-7-7 5-5-3 Plate Offsets KY):: 2:0-0-9 Ede 2:0-4-12 Ede 3:Ed a 0-3-8 9:Ed a 0-3-8 10:0-0-9 Ede 10:0-4-12 Ed e LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) 0.16 19-20 >912 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -0.17 19-20 >876 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.80 HOrz(TL) 0.02 17 n/a n/a BCDL 5.0 Code FBC20101TP12007 (Matrix) Weight:194 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-1-2 oc bracing. WEBS 2x4 SP No.3MiTek recommends that Stabilizers and required cross bracing be installed OTHERS 2x4 SP No.3 Burin truss erection in accordance with Stabilizer Installation guide. REACTIONS All bearings 17-2-0 except(jt--length)2=0-3-8. (lb)- Max Hors 2=102(LC 12) �)) Max Uplift All uplift 100 lb or less at joint(s)except 2=-543(LC 4),17=-1741(LC 4),13=-315(LC 9),12=-492(LC 9),18=-155(LC 4),15=-167(LC 4),14=-127(LC 21),10=-116(LC 5) \\\ s\S Max Grav All reactions 250 It,or less at joints)18,15,14,10 except 2=616(LC 21), \eo \ . •.•• < // 17=2037(LC 2),13=394(LC 22),12=645(LC 22) CENFORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.TOPCHORD 2-3=-1331/1124,5-6=-808/988,6-7=-799/990,7-8=-350/445,8-9=-353/420BOTCHORD 2.20=-1081/1226,20-38=-1081/1226,38-39=-1081/1226,19-39=-1081/1226,17-42=-410/415, 34869 16-42=-410/415,15.16=-410/415,15-43=-410/415,14-43=-410/415,13-14=-410/415WEBS 6-17=-830/633,7-17=-620/567,7-13=-351/439,9-13=-284/285,5.17=-1240/1136,5-19=-714/747, _3.19=-1171/1088,3-20=-507/502NOTES (12-1a) TATE OF �1)Unbalanced roof live loads have been censidered for this design.2)Wind:ASCE 7-10;130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;Cat.11;Exp C;End.,GCpi=0.1 B;MWFRS(envelope) � �gable end zone;cantilever left exposed;porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 (ORtO p;.• �� 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as / ! applicable,or consult qualified building designer as per ANSIrTPI 1. fV/�A i A fL C� \ \ \ 4)Gable studs spaced at 1-4-0 oc. //� 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live 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 543 Ib uplift at joint 2,1741 Ib uplift at joint 17,315 lb uplift at joint 13,492 Ib uplift at joint 12,155 Ib uplift at joint 18,167 Ib uplift at joint 15,127 Ib uplift at joint 14 and 116 Ib uplift at joint 10. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Hangers)or other connection device(s)shall be provided sufficient to support concentrated load(s)414 Ib down and 443 Ib up at 6-0-0,136 Ib down and 149 lb up at B-0-12,136 Ib down and 149 lb up at 10-0-12,136 Ib down and 149 Ib up at 12-0-12,136 Ib down and 149 Ib up at 14-0-12,136 Ib down and 149 Ib up at 15-3-4,136 Ib down and 149 Ib up at 17-3-4,136 Ib down and 149 lb up at 19.3-4,and 136 lb down and 149 lb up at 21-3-4, and 414 Its down and 443 Ib up at 23-3-4 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). 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 Continued on page 2 LOAD CASE(S)Standard October 25,2012 A [YARNING-Vor(N design paramotem and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAOE MU-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based onty upon parameters shown,and is far an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not tens designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the 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 Safety Information available from Truss Plate Institute,5153 D'Onohlo Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply 18059874 446343 . TO7G Common Truss 1 1 Job Reference o bona Builders FirstSource, Jacksonville,FI 32244 7.350 s Jul 31 2012 MiTek Industries,Inc.Thu Oct 25 08:23:37 2012 Page 2 I D:N13mR SdDjzOVMuwnEum_vsy0Bt1-g011 yiwFOg7v2RgAGjHOdf2CYqJ2OZ7vzRFRz3yPw0 LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-6=-44,6-11=-44,2-10=-10 Concentrated Loads(lb) Vert:13=-114(8)19=-114(6)38=-349(B)39=-114(8)40=-114(B)41=-114(8)42=-114(B)43=-114(B)44=-114(8)45=-349(8) A WA RIVING-V.Kfg design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PA OR MIT 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 1 109 Coastal Bay fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPII Quality Criteria,OSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 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O n (Dm (DCD3 ao 00 °p Ono ma �° Q `y�o < moa oo X000 ° Q p o� ° m m c Q o m m o o. o.'� o� °m Sc N° � ° p ao Sa N Q �o °3°< a ��• = QN. �o ' gym m„ 0'00 �a -oo o m0 0� moo a � C (� y ° 'p N'° p p 0 O(D H j p O O 50 p N =�� J N N 7' ° -O'7 C N Q Q m �a 3> > p > v� o o ° ° a� o °M am C /� H0 CD CL,^�c p �, O O Fi Q_a 0° a'°° O J W O S 3 j N p m 0 <n 3 U) Y 0 0� o° m o o mx a o m n-° o). c m - s o °° m° 3.0 m m� 7 �a- 2 0 7 0° o ° ° �� �m o a m o'�o y �.0 o a a 0 0 °0 3 l <, M Z m 3 •� 0 m N August 10, 2010 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY ST - T-BRACE 2 DD ® MiTek Industries,Chesterfield,MO Page 1 of 1 EVEEIE Note:T-Bracing/I Bracing to be used when continuous lateral bracing is impractical.T-Brace/I-Brace must cover 90%of web length. Note:This detail NOT to be used to convert T-Brace/I-Brace MiTek Industries,Inc. webs to continuous lateral braced webs. Nailing Pattern Brace Size T-Brace size Nail Size Nail Spacing for One-Ply Truss 2x4 or 2x6 or 2x8 10d 6"o.c. Specified Continuous -- —— Rows of Lateral Bracing Note: Nail along entire length of T-Brace/I-Brace Web Size 1 (On Two Nail to Both Plies) 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace r 2x6 2x6 T-Brace IMI-Brace 2x8 2 8x T r6 ace 2x81-Brace Nails —Brace Size t for Two-Ply Truss Specified Continuous Rows of Lateral Bracing SPACING Web Size 1 2 2x3 or 2x4 2x4 T-Brace 12x4 I-Brace k 2x6 2x6 T-Br eca 2x6 I-Brace WEB ----- -- 2x8 2x8 T-Brace MI-Brace k T-Brace/I-Brace must be same species T-BRACE and grade(or better) as web member. I os I Nails Section Detail J- 6d/N 34869 T-Brace 322/11 �STATE OF �Web ."tORIDP •'`` Nails NIA�Ii I�,,, 1109 COASTAL BAY Web--: I-Brace BOYNTON BC, FL 33435 Nails FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL ST-VALLEY HIGH WIND1 �O MiTek Industries,Chesterfield,MO Page 1 of 1 alar GENERAL SPECIFICATIONS 00 r- 00 1.NAIL SIZER 3"X 0.131"=10d 2.WOOD SCREW=3"WS3 USP OR EQUIVALENT DO NOT USE DRYWALL OR DECKING TYPE SCREW MiTek Industries,Inc. 3.INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND SECURE PER DETAIL A GABLE END,COMMON TRUSS 4.BRACE VALLEY WEBS IN ACCORDANCE WITH THE OR GIRDER TRUSS INDIVIDUAL DESIGN DRAWINGS. 5.BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6.NAILING DONE PER NDS-01 7.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. I; II BASE TRUSSES VALLEY TRUSS TYPICALL ILI - VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS --- P rip 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 A�NNS�v LEW 1 1/,' MINIMUM REDUCED DEAD LO/�9`6K'\5&FS.K �'�i� ON THE TRUSSES * ' N 34861 — If— �1 W_ STATE OF "kORIDP •'' ��\� DETAIL A �'�. S ' .... • \�. (NO SHEATHING) '��,��NIA\-10��` N.T.S. 1109 COASTAL BAY BOYNTON BC, FL 33435 JANUARY 1, 2009 LATERAL TOE-NAIL DETAIL ST-TOENAIL-SP �O ® MiTek Industries,Chesterfield,MO Page 1 of 1 NOTES:1..TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2 THE END AS TO AVOID UNUSUAL NG OF NAILS SHALL BE SUCH UNUSUALL SPLIITT NG OF THE WOOD. MITek Industries,Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (Ib/nail) THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW DIAM. SYP DF HF SPF SPF-S (9 .131 _88.0 80.6 69.9 68.4 59.7 - Z0 .13_5 93.5 85.6 74.2 72.6 63.4 VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY ;) .162 108.8 99.6 86.4 84.5 73.8 Z 128 74.2 67.9 _58._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 ri 3 NAILS -- _- NEARSIDE 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 VARY FROM ANGLE MAY VARY FROM 30*TO 601 VARY FROM 30°TO 60° 301 TO 601 45.00° 45.00' 45.00° � I � i �•�`�,ws.s:K.��'% * N 34869 Lu p 6/22/11 CV; STATE OF �i� •'• FCORIDP'.•'• ���� 1109 COASTAL BAY BOYNTON BC, FL 33435 FEBRUARY 8, 2008 LATERAL BRACING RECOMMENDATIONS ST-STRGBCK 111:1 � MiTek Industries,Chesterfield,MO Page 1 of 1 L—J t1 �— TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, a 2x6"STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. � MiTek Industries,Inc. NOTE 1:2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2:STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD,IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR,AND PROPERLY CONNECTED,BY OTHERS, AT THE ENDS. ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE USE METAL FRAMING ATTACH TO VERTICAL SCAB WITH(3)-10d NAILS FACE OF CHORD INTO EDGE OF STRONGBACK ANCHOR TO ATTACH WEB WITH(3)-10d NAILS (0.131"x 3") (DO NOT USE DRYWALL TYPE SCREWS) TO TOP CHORD (0.131"x 3") ATTACH TO VERTICAL WEB WITH(3)-10d NAILS (0.131"x 3") —/ BLOCKING BEHIND THE ATTACH 2x4 VERTICAL TO FACE ATTACH TO CHORD VERTICAL WEB IS OF TRUSS. FASTEN TO TOP AND WITH TWO#12 x 3" RECOMMENDED WHILE BOTTOM CHORD WITH(2)-10d WOOD SCREWS(. DIAM.) NAILING THE STRONGBACK NAILS(0.131"x 3")IN EACH CHORD USE METAL FRAMING ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE ANCHOR TO ATTACH ATTACH TO VERTICAL SCAB WITH(3)-10d NAILS FACE OF CHORD INTO EDGE OF TO BOTTOM CHORD WEB WITH(3)-tOd NAILS (0.131"x 3") STRONGBACK(DO NOT USE (0.131"x 3") DRYWALL TYPE SCREWS) \11111111///// TRUSS 2x6 4-0-0 WALL BLOCKING \��\ vS S--7 •K STRONGBACK (BY OTHERS) (BY OTHEF�S) �� ,.• (TYPICAL SPLICE) JEN � \_\CEN .� * ' N 34869 - - � - 6 22/11 44/; STATE OF THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, % FLpRIDP (j�� DESIGNED BY OTHERS. IF SPLICING IS NECESSARY,USE A 4'-0"LONG /i/ S/ ..'•'. (0.131" 3")ERED ON HE SPLICE ANDJOINED WITH(12)-10d NAILS //// NIA\-111\\\ 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) 1 STANDARD PIGGYBACK FEBRUARY 14, 2012 TRUSS CONNECTION DETAIL ST-PIGGY-7-10 MiTek Industries,Chesterfield,M MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E EV-_111 MAX MEAN ROOF HEIGHT= FEET MAX TRUSS SPACING=24"O.O.C. oo CATEGORY 11 BUILDING EXPOSURE B or C j n� ASCE 7-10 w�J 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"X3.5-TOE NAILED. B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. A -- CONNECT TO BASE TRUSS WITH(2) 0.131"X 3.5"NAILS EACH. D-2 X_X 4'-0"SCAB,SIZE AND GRADE TO MATCH TOP CHORD OF PIGGYBACK TRUSS,ATTACHED TO ONE FACE,CENTERED ON INTERSECTION,WITH(2)ROWS OF 0.131"X 3"NAILS @ 4"O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH --- ------- DIRECTIONS AND: 1.WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR 2.WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 ft. j E-FOR WIND SPEEDS BETWEEN 126 AND 160 MPH,ATTACH MITEK 3X8 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT C 72"O.C.W/(4)0.131"X 1.5"PER MEMBER.STAGGER NAILS FROM OPPOSING FACES.ENSURE 0.5"EDGE DISTANCE. (MIN.2 PAIRS OF PLATES REQ.REGARDLESS OF SPAN) - B D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: 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. I I SCAB CONNECTION PER - NOTE D ABOVE I I This sheet is provided as a Piggyback connection FOR ALL WIND SPEEDS,ATTACH MITEK 3X6 20 GA Nail-On PLATES TO detail only.Building Designer is responsible for all EACH FACE OF TRUSSES AT 48"O.C.W/(4)0.131"X 1.5"PER MEMBER. permanent bracing per standard engineering practices or STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5"EDGE DISTANCE. i refer to BCSI for general guidance on lateral restraint j and diagonal bracing requirements. I. VERTICAL WEB TO EXTENDTHROUGH FOR LARGE CONCENTRATED LOADS APPLIED \��� vs S BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: �� \ OF PIGGYBACK ) J •••S. •• • 1 VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS � �CENg MUST MATCH IN SIZE,GRADE,AND MUST LINE UP F AS SHOWN IN DETAIL. i 2) ATTACH 2 x_x 4'-0"SCAB TO EACH FACE OF _ J.. N 34869 TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131-X3")NAILS = _ SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH _ VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) Uj \\�k.T� (MINIMUM 2X4) i O 9 12 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUMCONCENTRATED LOAD OF4000 LBS(@1.15). REVIEW iSTATE OFBY A QUALIFIED ENGINEER IS REQUIRED FOR LOADSGREATER THAN 4000 LBS. FLORIDP.• C7 �� --------------- -- 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, S// N NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. A\- / O 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH / /1 I I I I 1\ THE PIGGYBACK AND THE BASE TRUSS DESIGN. 1109 COASTAL BAY BOYNTON BC, FL 33435 FEBRUARY 14, 2012 Standard Gable End Detail ST-GE130-001 MiTek Industries,Chesterfield,MO Page 1 of 2 Ev_ ]EID O Typical_x4 L-Brace Nailed To - 2x Verticals W/1 Od Nails,6"D.C. Vertical Stud oo Vertical Stud (4)-16d Common i Wire Nails DIAGONAL a�a ACE MiTek Industries Inc. 16d Common SECTION B-B —Wire Nails DIAGONAL BRACE Spaced 6"o.c. 4'-0^O.C.MAX — (2)-10d Common 2x6 Stud or TRUSS GEOMETRY AND CONDITIONS Wire Nails into 2x6 2x4 No.2 of better SHOWN ARE FOR ILLUSTRATION ONLY. �\ Typical Horizontal Brace Nailed To 2x Verticals 12 SECTION A-A 2x4 Stud w/(4)-10d Common Nails a a Varies to Common Truss - a * SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING �A TO TRUSSES WITH(2)-10d NAILS AT EACH END. ** ATTACH DIAGONAL BRACE TO BLOCKING WITH 3x4= (5)-1 Od COMMON WIRE NAILS. a- -- _ — B B (4)-8d NAILS MINIMUM,PLYWOOD - 77 SHEATHING TO 2x4 STD SPF BLOCK Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B 24"Max Roof Sheathing__\� NOTE: _ 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„ (2)-1 pcy 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. / 2 - ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT ( ) 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 IOd 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. 6.2xNSTRUCT HORIZONTAL 4 STUD AS SHOWN WITH B6d NAILS SPACED 6"O.C.HORIZONRACE CONNECTING A 2x6 STUD TAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. / ATTACH TO VERTICAL STUDS WITH(4)1 Od NAILS THROUGH 2x4. 2x6 DIAGONAL BRACE SPACED 48"O.C. (REFER TO SECTION A-A) Diag. Brace /ATTACHED TO VERTICAL WITH(4)-16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. at /$ point /COMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. TO BLOCKING WITH(5)-10d COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed TYPE TRUSSES. End Wali --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 vs S k 2x4 SPF Std/Stud 12"0.C. 4-0-7 4-3-2 6-0-4 8-0-15 12-1-6 J am\ \CENSE' 2x4 SPF Std/Stud 16"O.C. 3-7-0 3-8-4 5-2-10 7-1-15 10-8-15 2.4 SPF Std/Stud 24"O.C. 2-11-1 3 0 2 4-3-2 5-10-3 8-9-4 *: N 34869 - Diagonal braces over 6'-3"require a 2x4 T-Brace attached to --0 C�/ one edge. Diagonal braces over 12'-6"require 2x4 I-braces -;10U j_ attached to both edges. Fasten T and I braces to narrow edge O 3/29/12 (V of web with 1 Od common wire nails Bin D.C.,with 3in minimum STATE OF end distance. Brace must cover 90%of diagonal length. �� F�ORIDP!•'`a(j� MAX MEAN ROO ILDHEIGHT.30 FEET �/0�O N AL\ EXPOSURE B or C 110 9 COASTAL BAY ASCE 7-98,ASCE 7-02,ASCE 7-05 130 MPH -- ASCE 7-10 160 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. BOYNTON BC, FL 33435 DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MW FRS. FEBRUARY 14, 2012 Standard Gable End Detail SHEET 2 OCA ® MiTek Industries,Chesterfield,MO Page 2 of 2 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD Trusses @ 24" o.c. (SOIZONTAL SEECT ON A ACE 2x6 DIAGONAL BRACE SPACED " ATTACHED TO VERTICAL WITH O EE -16d MiTek Industries, Inc. Roof Sheathing COMMON WIRE NAILS AND ATTACHED TO BLOCKING WITH(5)-10d COMMONS. Max. IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR NAIL DIAGONAL BRACE TO THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE PURLIN WITH TWO 16d NAILS CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS \ ( 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 X \ SUPPORTING THE BRACE AND THE TWO TRUSSES if needed \ ON EITHER SIDE AS NOTED. TOENAIL BLOCKING X ! TO TRUSSES WITH(2)-10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH End Wail _ (5)-10d COMMON WIRE NAILS. CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES i 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 I 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. STRUCTURAL / AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST GABLE TRUSS / BE TO RESOIS TAOLLIOUT OF PLALATERAL NE LO�Sq43P�Hjp�T$FIFdTG� E BOTTOM INLq jSHOWN IN THIS DETAIL IS FOR THE VERTICAUST(?d$.C�IW �N), CENSE''• NOTE:THIS DETAIL IS TO BE USED ONLY FOR / STRUCTURAL GABLES WITH INLAYED 9 = STUDS.TRUSSES WITHOUT INLAYED _ J.. &STUDS ARE NOT ADDRESSED HERE. Lij 0 /29/12 �STATE OF STANDARD "tORIDGABLE TRUSSs/• ......• !�\\�� O NIA -z' t _ I" __ 1 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)(') 0 MW z, y x / ' n 0.5 2,100 4,200 6,300 8,400 I + a 2,125(5) 4,250(5) „6,370(5) 8,495(5) 0.75 3,060 6,120 9,180 12,240 ` 0.5 760 1,525 2,285 3,050 (6) (a> (a> (a) TOP 1,060 2,125 3,185 4,250 0.75930 1,860 2,790 3,720 1641 3 1:050 2,100 3160° 4 2OQ f 1,060 , x6 3,185 4� 0 0,75 1 aft 3,060 4 530 6 i 0.5 2,100 4,200 6,300 8,400 &b 4z�TdP 2,125(5) 4,250(5) 6,370(5) 8,495(5) 1 "Ej 0.75 3,060 6,120 9,180 12,240 . 6 1400 2,800; 4,200 5,6Q� Fi 2, 4,480, 6,12 h s a g; r - �Sw4s51/ 0.5 2,800 5,600 8,400 11,200 2,830(5) 5,665(5) 8,495(5) 11,330(5) e 0.75 5,025 10,050 15,070 20,095" 00-1,111 e8xr1l) ' 11 0.5 935 1,865 2,800 3,735 945(6) 1,890(8) 2,830(6) 3,775(8) 0.75 1,360 2,720 4,080 5,440 t r, Q 5 1,72(1 3440 5,16(t' fi�8$Or r / ,u ` r� `� � .�* ,- fir- � m• ��t " F 075 ;" 2,486 4,960 Zk' 0ur rt ' 0.5 1,015 2,030 3,050 4,065 �) a 0.75 1,240 2,480 3,720 4,960 3,440 5,160` f7,8 f �✓ „ „ 'x 47 4,664 7,44{}; 6 92� s s 616 1,355= 0.75 825 1,855` ,2,48Q 0.5 2,800 5,600 8,400 11,200 (5) (5) l5) (5) 2,830 5,665 8,495 11,330 " 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 Y:"bolts,13/16"maximum for%"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 AWeyerhaeuser,it-evel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.0 2010 Weyerhaeuser NR Company.All rights reserved. ■ TECHNICAL L_L. 1141 April 2010 by Weyerhaeuser Bulletin TB-300 Table 2A: Maximum Concentrated Load Applied to Beam-Wood Screw Connection (lbs)I') { 31/2" 1,435 2,870 4,305 5,740 2,040 4,080 6,120 8,160 $t 31/2' 720 1,435 2,155 2,870 1,020 2,040 3,060 4,080 / /s zi (WT, <e, z 8f1t 10 \ ) 3' " 72C► 1,435 x155 2',87Q y ['Q20 q 2,04Q 3,06Q 4,Q8Q 31/2' 1,435 2,870 4,305 5,740 2,040 4,080 6,120 8,160 4080 51440 hYK.r Y q ( "lk 7QS1,4Q5 411 2x$10 f Q 1 10 720 3625' s t OR 31/211 1,915 3,825 5,740 7,655 2,720 5,440 8,160 10,880 aft f'f, 6"(5) 2,110 4,220 6,325 8,435 2,720 5,440 8,160 10,880 4 ) �{ 31/21 640 1,275 1,915 2,550 905 1,815 2,720 3,625 • • E 6"(5) 705 1,405 2,110 2,810 905 1,815 2,720 3,625 "i'✓k^' � a � 7 >v� "pro �° 3 4 � °S��' ¢ �s .: ���y' 6t 1(#55111 3;165 4 220 030 1,1860 ;2:785 3 715' 3 Y 6"(5) 1,055 2,110 3,165 4,220 1,360 2,720 4,080 5,440 l s y S 3 0� ? 4M 1'Q55 2,110 650 03Q 1 860 2,T85>` 3?15 Y Y tt 8" 7Q5 1;405 211 81Q, 905 1,1815.. , 720, •-3-020 1sa1 \ice ' ' 31/2" 1,915 3,825 5,740 7,655 2,720 5,440 8,160 10,880 1. See page 4 for table General Notes,connection details and beam depth limitations. 2. Install screws from both sides of beam. 3. Install screws from side opposite hanger only. 4. Install screws from hanger side only. 5. 6"SDS or WS screws can be used with Parallam®PSL and Microllam®LVL,but are not recommended for TimberStrand®LSL. Page 2 of 8 CONTACT US• 1.888.iLevel8 (1.888.453.8358)-www.!Level.com AWeyerhaeuser,il-evel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.02010 Weyerhaeuser NR Company.All rights reserved. TECHNICAL BULLETIN April 2010 by Weyerhaeuser Bulletin TB-300 Table 2B: Maximum Concentrated Load Applied to Beam-Wood Screw Connection (lbs)(') R AM.V' _2 33/*" 1,600 3,205 4,805 6,410 3%" 800 1,600 2,405 3,205 3' 1,6U©o- R4 "A ft§ 2140s 3iU5 . �M j4 5'- M 3%" 1,600 3,205 4,805 6,410 vs , "W"'N, ,,3,48 r '4.6 40r 2320, "R N 5xe 6a4 77$ 1,54 2x320 3x09 y 33/s" 2,135 4,270 6,410 8,545 E� 5",6%" 2,320 4,640 6,960 9,280 3%" 710 1,425 2,135 2,850 5",61/4" 775 1,545 2,320 3,095 M '0 'V 5",63/4" 1,160 2,320 3,480 4,640 6%. 1,160 2320" a48� 0,; Vkw"jr 160 0 f15 �20 6% POR A M R 5-,6%' 2,320 4,640 6,960 9,280 "'g: 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.!Level.com AWeyerhaeuser,il-evel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.0 2010 Weyerhaeuser NR Company.All rights reserved. ■ ' TECHNICAL BULLETIN April 2010 by Weyerhaeuser Bulletin TB-300 Table 1,2A, 213 General Notes ■ Connections are based on NDS®2005 or manufacturer's code report. ■ All plies must be the same material and grade. ■ Values are for 100%duration of load. Increase 15%for snow load or 25%for non-snow roof load conditions, where code allows. ■ Rotational effects should be considered for 7"wide beams loaded from one side only. ■ Capacities shown for face mount hanger conditions are based on 16d common(0.162"x 3'/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 Specifiers Guide(#TJ-9000)for required connections for uniform side loads. Bolt or Wood Screw Connection Details • 1/2"bolts-9/16'o maximum holes • 3/4"bolts-13/16'o maximum holes y ■ Lead holes not required for wood screws Conc.Load Conc.Load M m Conc.Load Conc.Load mm `o `o (V M N L N � F EQ.J EQ. 2' Max (typ) 2 Fastener 4 Fastener 6 Fastener 8 Fastener Pattern Pattern Pattern Pattern Min.Beam Depth: Min.Beam Depth: Min.Beam Depth: d=7%."for''Y"o bolts d=9'/."for%"o bolts d=11'/."for%"o bolts d=9'/i'for YV o bolts d=14"for%"o bolts d=16"for%"o bolts Conc. Load Nailed Connection Detail Ea E o *STAGGER NAILS TO PREVENT SPLITTING 16d Sinker(typ) 1 %Z' 9" (0.148"x 3'/4") LL6 Nail Pattern J 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 AWeyerhaeuser,iLevel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.0 2010 Weyerhaeuser NR Company.All rights reserved. � ° TECHNICAL BULLETIN March 2010 by Weyerhaeuser | Tb] 3:Allowable Capacities of51/4~Beams with Bolt Connections 6,235 6,545 8,755 9,560 12,345 15,005, 3,995 4,260 6,210 6,940 9,510 12,015 74, 10,605 15,295 15,685-'"23,905 32,760, '42,265 k 511 V,to, 9,350 13,470 13,730 20,910 28,725 37,245 -18276 1 10,600 [15�299_1" R,o 15,685 23,900 32,755 < 2,745 4,445 106 0 12,610 14,545 18,440 ii0o16 9,60,i i 230 AUQIIA`VIZZVI,11� V,640 20 17,105 23,990 26,730 36,385 46,670 58,130 70,740 99,375 14,305 15,060 2 23,385 31,905 41,125 51,530 63,100 89,670 0,99 9,950 16,210 17,100 23,985 26,725 36,380 46,665 58,125 70,740 99,370 32,230 41,100 51,115 62,280 88,010 4,520 4,745 6,350 6,930 8,950 10,880 12,830 95 3,090 4505 5,030 8,710 10,575 4. 29,815 40,740 52,430 65,495 90 19,080 26,760 26,080 35,725 46,205 58,060 18,0�9, 19,070 26,755 29,810 40,735 52,425 65,490 Table 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 inaccordance with NDS 3.4.5.3. " All values shown are for 5Xr widths. Multiply by1.53for 7^wide beams. " 9Y4"and 11 Y4"TimberStrande LSL are 1.3E grade,all other depths are 1.55E grade. Page 5of8 AWey"m"""°er,.l-e°/.m/=m*m.m=x"m.r/mbem^"ndand Trus Joist are registered trademarks and Forte/"°trademark mWeyerhaeuser NR.w,omWeyerhaeuser weCompany.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 Microllam®LVL beam supporting a 2-ply Microllam®LVL beam on one side and floorjoists from the other side. The floorjoists 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. 1. Brg• (Typ.) 7. , ^. �!h Additional ja 3-1%"x 14" Microllam'LVL Beam, Flush Connection ----------------------------------------------------------- Required for is 4 Concentrated Face Mount Hanger with 5,000 lbs Reaction Load 2- 11/4"x 14" Microllam®LVLT 14" Floor Joists @ 24"o.c., Typ. Beam, Flush -------------------- Partial Framing Plan Page 6 of 8 CONTACT US■ 1.888.iLevel8(1.888.453.8358)■www.!Level.com AWeyerhaeuser,il-evel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.0 2010 Weyerhaeuser NR Company.All rights reserved. ■ TECHNICAL BULLETIN March 2010 by Weyerhaeuser Bulletin TB-300 Solution: ■ Use the iLevel Trus Joist®Beams, Headers, and Columns Specifier's Guide(#TJ-9000)to select a connection for the uniform loading. Multiple options exist that meets or exceed the 500 plf requirement: — 2 rows of%'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 1%"member and face mount hanger. Again,multiple options exist that exceed the 5,000 Ib load requirement: — /2"diameter bolts in a 6-bolt connection(6,300 lbs) — 16d(0.148"x 3%")sinker nails in an 18-nail connection(6,370 lbs) — 3%"WS wood screws in an 8-screw connection(5,740 lbs) — 3%2'SDS wood screws in a 6-screw connection(6,120 lbs) — 3%"TrussLok wood screws in an 8-screw connection(6,410 lbs) Note that the allowable applied concentrated load is dependent upon the type of hanger used and 16d common nails must be used for face mount hanger installation to achieve the capacities shown. 2. If the bolted connection option is chosen,the 3-ply beam must be checked for the effect of the bolt holes from the 6-bolt connection. This task may be accomplished by utilizing the location analysis feature in Level software. Per the detail on page 4,the bolt holes will be located approximately 1'to either side of the concentrated load location. After inputting the span and load information,choose the two locations corresponding to the concentrated load location(4L) 1'. Upon completion of the analysis, compare the calculated shear and moment for each of the two locations against the reduced allowable shear and moment capacities of the beam for the bolt pattern selected using Table 3 on page 5 of this bulletin. See the Forte®software output on the following page for results of this analysis. The 3-ply Microllam®LVL beam works for the given loading. Refer to the highlighted values for the results at both bolt locations(1'on either side of the load). The highest calculated shear at either location is 6035 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 CONTACT US■1.888.iLevel8(1.888.453.8358) ■www.iLevel.com L 1Weyerhaeuser,iLevel,Microllam,Paraltam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.0 2010 Weyerhaeuser NR Company.All rights reserved. c 1 U I= t% K lI% A , Mill i C:-T-I K I • ' Todd" MEMBER REPORT Level,Floor Flush Beam � software 3 ?� 01"4 + Qveridl Lrngltr 9S' a 0 0 i AN Dimensions are Horizontal;Drawing is Conceptual C!Re1CIt8l�l �tion .' All lit14 l Nf ;`' System:Floor Member Reaction(lbs) 7595 2" 7809 Passed(97%) Member Type:Flush Beam Shear(lbs) 6837 @ 1'5 112- 13965 Passed(49%) 1.0 Building Use:Residential Moment(Ft-lbs) 25215 Q 4°117/8" 36387 Passed(69%) 1.0 Building Code:IBC Live Load Dell.(in) 0.356 @ T 1 13116" 0.489 Passed(U494) Design Methodology:ASD Total Load Dell.(in) 0.456 @ 7'117/8- 0-7733 Passed(U386) Deflection criteria:LL(U360)and TL(L1240). " Design results assume a fully,braced condition where all compression edges(top and bottom)are properly braced to provide lateral stabifity. • Bracing(Lu):All compression edges(top and bottom)must be braced at 13'15116"olc unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. $iti �� �qu�resl � jtpgrt 1Ze {lbaj 1-Stud wall-Spruce Pine Fir 3.50" " 3-50" 3.40" 1641 1 5955/010 Blocking 2-Stud wall-Spruce Pine Fir 3.50' 3.50" 2.33" 1164140451010 Blocking - Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tralltrt3 L ��t�: liw illfldth'' 'tcfar j, Snbi�x trartllTttllltS 1-Uniform(PSF) 0 to 15' 1' 100.0 400.0 0.0 0.0 10'Floor 2-Paint(Ib) 4' N/A 1000 4000 0 0 l.ca3lklttt3 )ysls,. 'y�` pg (lMr I� tf� y�yKy``l5 Mrttt�ttt 3 1 At"rttl.f Atlsf+asd f s.l �- A�tttal Allta�f M � - e" g az 1-3' 603611396511.0 1918613638 71 11.0 BOLTS LEFT OF HANGER 2-5' 39112569/0.9 25 215136387 11.0 BOLTS RIGHT OF HANGER. Forte-software operattot Jtib Notes 3/25f2010 9.02:21 AM iLPvo*Forte"'0.1,design Engine:V4.8.0.1 Page 1 of 1 Page 8 of 8 CONTACT US ■ 1.888.iLevel8(1.888.453.8358) a www.iLevel.com AWeyerhaeuser,it-evel,Microllam,Parallam,TimberStrand and Trus Joist are registeredtrademarks and Forte is a trademark of Weyerhaeuser NR.0 2010 Weyerhaeuser NR Company.All rights reserved.