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1625 ATLANTIC BEACH DR 2015 NEW HOME DOCS , r J S1 CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 f �,JF,Ic r SINGLE FAMILY DWELLING NEW MUST CALL BY 4PM FOR NEXT DAY INSPECTION: 247-5814 JOB INFORMATION: Job ID: 15-SFR-645 Job Type: SINGLE FAMILY RESIDENCE Description: NEW HOME Estimated Value: $371,900.00 Issue Date: 4/1/2015 Expiration Date: 9/28/2015 PROPERTY ADDRESS: Address: 1625 ATLANTIC BEACH DR RE Number: None GENERAL CONTRACTOR INFORMATION: Name: TOLL BROS.,INC Address: 250 GIBRALTAR RD STEVEN R MERTEN Phone: - - PERMIT INFORMATION: FEES: PLAN CHECK FEES $1,017.85 UTIL REV RESIDENTIAL BLDG $50.00 STATE DCA SURCHARGE $19.44 SEWER SDC-SYSTEM DEV CHG $4,050.00 WATER CROSS CONNECTION $50.00 WATER SDC-SYSTEM DEV CHG $1,140.00 BUILDING PERMIT FEE $1,295.70 FEY1Nll" lPI PAO�ED �NL I UCORDANCE"N TCi4ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. ;- J is1 CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD JI } 5 ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 WATER CONNECT/TAP & METER $370.00 Total Payments: $8,012.43 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. DRIVEWAY PERMIT MUST CALL BY 4PM FOR NEXT DAY INSPECTION: 247-5814 JOB INFORMATION: Job ID: 15-DWAY-646 Job Type: DRIVEWAY Description: DRIVEWAY NEW HOME Estimated Value: Issue Date: 4/11/20115 Expiration Date: 9/28/2015 PROPERTY ADDRESS: Address: 1625 ATLANTIC BEACH DR RE Number: None GENERAL CONTRACTOR INFORMATION: Name: TOLL BROS.,INC Address: 250 GIBRALTAR RD STEVEN R MERTEN Phone: - - PERMIT INFORMATION: PUBLIC WORKS: UTILITY DEPT.: 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. All runoff must remain on-site during construction. Silt is not allowed into street. Roll off container company must be on City approved list and container cannot be placed on City Right-of-Way. (Approved: Advanced Disposal, Realco, Republic Services, Shappel's and Waste Pro.) Full right-of-way restoration, including sod, is required. Any utility cuts in the road must be repaired using COJ Standard Detail Case X and must be overlaid 10 feet in each direction from the center of the cut. Repair must be shown on the plans. Ensure all meter boxes, sewer cleanouts and valve covers are set to grade and visible. A sewer cleanout must be installed at the property line. Cleanout must be covered with an RT1 concrete box with metal lid. Cleanout to be set to grade and visible. FEES: Fence/ROW $35.00 ENG REV BLDG MOD OR ROW $25.00 Total Payments: $60.00 BUILDING PERMIT APPLICATION CITY OF ATLANTIC BEACH 800 Seminole Road, Atlantic Beach, FL 32233 FILE COPY Office (904) 247-5826 Fax (904) 247-5845 Job Address: 1625 Atlantic Beach Drive, Atlantic Beach, FL 32233 Permit Number: /5- - SFR" 6415- Legal Description L`7' SZ p$ 2$�—2�E Arc h CCN fp+Jiyt fj(W� Parcel# oor ea o q. t. 'q�'t Valuation of Work$ 3`J l,4 o i), Proposed Work heated/cooled _166 non-heated/cooled b53 Class of Work(circle one): ew ' Addition Alteration Repair Move Demolition pool/spa window/door Use of existing/proposed structure(s) (circle one): Commercial esidentia If an existing structure,is a fire sprinkler system installed? (Circle one): es Florida Product Approval# See attached For multiple products use product approval form Describe in detail the type of work to be performed: New Residential Construction Property Owner Information: Name: TOLL FL VI LIMITED PARTNERSHIP Address: 160 Cape May Avenue City Ponte Vedra State FL Zip 32081 Phone 904 217-0739 E-Mail or Fax#(Optional)mlieberman@tollbrothersinc.com Contractor Information: CONTRACTOR EMAIL ADDRESS: mlieberman(ai)tollbrothersinc.com Company Name:Toll Bros., Inc. Qualifying Agent: Steven R. Merten Address: 160 Cape May Avenue City Ponte Vedra State FL Zip 32081 Office Phone 904 217-0739 Job Site/Contact Number 904 386-6472 Fax# State Certification/Registration# CGC 1510225 Architect Name &Phone# i Ou M20*reCrvrW- - `/o?-3q S-6 Joe) Engineer's Name&Phone# Lotj, po J"loo sWO AS5 oclws - 2v2-C);OS Fee Simple Title Holder Name and Address N/N Bonding Company Name and Address Mortgage Lender Name and Addres Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of i permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. This permit becomes null and void if work is not commenced within six(6)months, or if construction or work is suspended or abandoned for a period of sax(6)months at any time after work is commenced. I understand that separate permits must be secured for Electrical Work,Plumbing,Signs, Wells,Pools, Furnaces,Boilers,Heaters, Tanks and Air Conditioners,etc. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. I here b certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether speci aed herein or not. The granting of a permit does not presume to gave authority to violate or cancel the provisions of any other federal,state, or a law regulating construction or the performance of construction. Signature of Owner Signature of Contractor Print Name C,�,�, ,�ti 2• Print Name 5rew-.�......i�rl z . ............:�f�..............................A!! .k ?............................................ Before eBefore. e ,, +^ -- this 1 Day of c 20 thi ) Day of (�' ' 21 Notary Ittiblic Notary Itublic CYNTHIA KUGLAR v e 01.26.10 Notary Public-State of Florida , Po " ;20� e� CYNTHIA KUGLAR .1., •a�; My Comm.Expires Feb 5.2017 • Notary Public-State of Florida da `� Cnmmissinn A FG R7neoc -• DO NOT WRITE BELOW- OFFICE USE ONLY App ica e Co es: 2010 FLORIDA BUILDIN C DE Review Result (circle one): Approved Disapproved Approved w/ Conditions Review Initials/Date: Development Size FILE COPY Habitable Space Z.o Non-Habitable S F Impervious area Miscellaneous Information Occupancy Group -3 Type of Construction y-- (3 Number of Stories Zoning District P o Max. Occupancy Load Fire Sprinklers Required Flood Zone /U ,4 Conditions/Comments: 1 14OTICE OF COMMENCEMEN State of: FLORIDA Tax Folio No. County of: DUVAL To Whom It May Concern: The undersigned hereby informs you that improvements will be made to certain real property, and in accordance with Section 713 of the Florida Statutes,the following information is stated in this NOTICE OF COMMENCEMENT. Legal Description of property being improved: Lot 5 Atlantic Beach Country Club Unit 1,Plat Book 67,page 52-54 Address of property being improved: 1625 ATLANTIC BEACH DRIVE,ATLANTIC BEACH,FL 32233 General description of improvements: NEW HOME CONSTRUCTION Owner: TOLL FL VI LIMITED PARTNERSHIP Address: 250 GIBRALTAR RD. HORSHAM,PA 19044 Owner's interest in site of the improvement: FEE SIMPLE Fee Simple Titleholder(if other than owner): Name: Contractor: TOLL BROS.,INC. Address: 160 CAPE MAY AVE.PONTE VEDRA,FL 32081 Telephone No: 904-217-0739 Fax No: 904-460-2683 Surety(if any) Address: Amount of Bond$ Telephone No: Fax No: Name and address of any person making a loan for the construction of the improvements Name: Address: Phone No: Fax No: Name of person within the State of Florida,other than himself,designated by owner upon whom notices or other documents may be served: Name: STEVE MERTEN Address: 160 CAPE MAY AVE.PONTE VEDRA,FL 32081 Telephone No: 904-217-3852 Fax No: 904-460-2683 In addition to himself, owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.06(2)(b),Florida Statues. (Fill in at Owner's option) Name: Address: Telephone No: Fax No: Expiration date of Notice of Commencement(the expiration date is one(1)year from the date of recording unless a different date is specified): 2/16/18 THIS SPACE FOR RECORDER'S USE ONLY OWNER Signed: Date: A i12-11S Before me is ZJ-4- day of FG7L32t.,--"-'-1 in the County of Duval,State Doc#20150700575,OR BK 17112 Page 1635, Of Florida,has personally appeared C>TCVE I• QL_TFfs� Number Pages:1 Notary Public at Large,State of Flo ida,County of Duval. Recorded 03/30/2015 at 11:02 AM, My commission expires: 9(I �� Ronnie Fussell CLERK CIRCUIT COURT DUVAL Personally Known: ✓ or COUNTY RECORDING$10.00 Produced Identification: ,,. .••,., asp,. P!I E_i S �; i f,9Y COMMISSION;#FF055605 EXPIRES September 18.2017 r403^x,..01.3 FloridallotaryService.com n co ID J N' tv ry coo v Uq y� Cl) Uq� 0q � °� --! fz� F � .'b � c' � Q• � coo' T� CD co C 3 0O a co o �� F ° C7 o w 4 �b a O All cp � o 'a IT a a =' w p CL W o i rn O Q. b �' Q, Z a' � o ob rD o O wb rD nn b CD UQ O O o y 'b n � y O N a 3 tv � 00 < Cn Cr" O" 00D r " r co l ° � po00 W r � N O N w V C I °S, CITY OF ATLANTIC BEACH s PUBLIC UTILITIES 1200 Sandpiper Lane ATLANTIC BEACH,FL 32233 _01119 (904) 270-2535 or(904) 247-5874 NEW WATER/SEWER TAP REQUEST Date: 3/4 -/ 5-- Project Address: I/o 2 S" f// cAAJTI G L De— No. of Units: Commercial Residential V/"' Multi-Family New Water TapMeter Size Tap(s) &Meter(s) (s) 7/Y� New Irrigation Meter ✓ Upgrade Existing Meter from to (size) New Reclaimed Water Meter Size 31cl New Connection to City Sewer V Name: Applicant Address: City: State: Zip Phone Number: Cell Number: Email Address Fax: Signature: (Applicant) CITY STAFF USE ONLY Application# /Vr—Sr2 - (v S/S� Water System Development Charge $ / if Y velo ment Char $ b . 00 Sewer System De e p g Water Meter Only $ �•�'� Reclaimed Meter Only $ /05 i Olf Water Meter Tap $ (notes) Sewer Tap $ Cross Connection $ 50 Other $ TOTAL $ !� APPROVED: Kayle Moore,PE (Deputy PW Director or Authorized Signature) ALL TAP REQUEST MUST BE APPROVED BY UTLITIES DEPARTMENT BEFORE FEES CAN BEASSESSED City of Atlantic Beach � D APPLICATION NUMBER Building Department MAR I (To be assigned by the Building Department.) Ir ` 800 Seminole Road ��� / M Atlantic Beach, Florida 32233-5445'?'u- /C, Phone(904)247-5826 Fax(904) 4, 247- _ -mail building-dept@coab.us Date routed: City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: /(f � �� Department review required Yes No ui Applicant: 17;/1D's ning &Zo 'strator Project: !(, n Ii tiliti u is Safety Fire Services Review fee $ Dept Signature Y_k-N�_ 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: KTApproved. ❑Denied. (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed byi "7"�— / : Date: TREE ADMIN. Second Review: [-]Approved as revised. ❑Denied. r4IC WORK Comments: PLI(C UTILITIES PUBLIC SAFE Y Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied. Comments: Reviewed by: Date: Revised 07/27/10 City of Atlantic Beach APPLICATION NUMBER Building Department i 800 Seminole Road (To be assigned by the Building Department.) Atlantic Beach, Florida 32233-5445 Phone(904)247-5826 - Fax(904)247-5845 E-mail: building-dept@coab.us Date routed: City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: �Gz l' De art ment review required Yes No ui Applicant: 7;// a'S ning &Zo strator Project: tiliti u is Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: ❑Approved. Xf enied. (Circle one.) Comments: BUILDING PLANNING &ZONING y 4& � (��/ Date: Reviewed b ,S TREE ADMIN. Second Review: Al"A roved as revised. pp [-]Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: Mukr FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied. Comments: Reviewed by: Date.- Revised ate:Revised 07/27/10 Cit of Atlantic Beach Yj APPLICATION NUMBER �} Building DepartmentD (To be assigned by the Building Department.) Ir 1 800 Seminole Road MAR1 (V/ Atlantic Beach, Florida 32233 5 9 2015 Phone(904)247-5826 - Fa )247-5845 E-mail: building-dept@coab.us Date routed: City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: AZ 6__�� �� De artment review required Yes No ui Applicant: d's ning &Zo e " .strator Project: � �l'n � 1. tiliti _F—ublic Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: [Approved. [–]Denied. (Circle one.) Comments: BUILDING Per- DvIJ!q 60/ Pcrm PLANNING &ZONINGJ'W C�U/ Reviewed by: Date: 3 TREE ADMIN. Second Review: ❑Approved as revised. ❑Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: []Approved as revised. ❑Denied. Comments: Reviewed by: Date: Revised 07/27/10 City of Atlantic Beach APPLICATION NUMBER Building Department (To be assigned by the Building Department.) 800 Seminole Road -' Atlantic Beach, Florida 32233-5445 / Phone(904)247-5826 • Fax(904)247-5845 ;,�� E-mail building-dept@coab.usDate routed: City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: /GZ �� De artment review required Yes o ui Applicant: ��� �' ning&Zo strator Project: r'V E 40 7'h- J tiliti u is 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: APPLIC TION STATUS Reviewing Department First Review: pproved. ❑Denied. (Circle one.) Comments: © G BUIL ING PLANNING &ZONING Reviewed by: Date: SfCd966) ^ 41 TREE ADMIN. Second Review: Ll ❑Approved as revised. ❑Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied. Comments: Reviewed by: Date.- Revised ate:Revised 07/27/10 FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Terrano 3066 Left Builder Name: Toll Brothers Street: 1625 Atlantic Beach Dr Permit Office: Duval City,State,Zip: Atlantic Beach,FL, - fj ^L� Permit Number: FILE COPY Owner: Toll Brothers t�J Jur'sdiction: 261300 Design Location: FL,Jacksonville 1. New construction or existing New(From Plans) 9. Wall Types(4258.9 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame-Wood,Exterior R=19.0 3708.90 ft2 b.Frame-Wood,Adjacent R=13.0 550.00 ft' 3. Number of units,if multiple family 1 c. N/A R= ft' 4. Number of Bedrooms 3 d. N/A R= ft' 5. Is this a worst case? No 10.Ceiling Types (1773.0 sqft.) Insulation Area 6. Conditioned floor area above grade(ft') 3066 a. Under Attic(Vented) R=38.0 1773.00 ft2b.N/A R= ft' Conditioned floor area below grade(ft') 0 c.N/A R= ft' 11.Ducts R ft' 7. Windows(443.8 sqft.) Description Area a.Sup:Attic,Ret:Attic,AH:2nd Floor 6 512 a. U-Factor: Dbl,U=0.34 443.75 ft' SHGC: SHGC=0.27 b. U-Factor: N/A ft' 12.Cooling systems kBtu/hr Efficiency SHGC: a.Central Unit 42.0 SEER:14.00 c. U-Factor: N/A ft2 SHGC: 13.Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft' a. Electric Heat Pump 42.0 HSPF:8.20 SHGC: Area Weighted Average Overhang Depth: 4.468 ft. Area Weighted Average SHGC: 0,270 14.Hot water systems 8. Floor Types (3066.0 sqft.) Insulation Area a.Natural Gas Tankless Cap:1 gallons a.Slab-On-Grade Edge Insulation R=0.0 1530.00 ft' EF:0.590 b. Conservation features b.Floor Over Other Space R=0.0 1293.00 ft' None c.other(see details) R= 243.00 ft' 15.Credits Pstat Glass/Floor Area: 0.145 Total Proposed Modified Loads: 36.28 PASS Total Standard Reference Loads: 67.07 I hereby certify that the plans and specifications covered by Review of the plans and O�-TIiE STA? this calculation are in compliance with the Florida Energy specifications covered by this p Code, calculation indicates compliance ,,,,''' with the Florida Energy Code. 4r� n,,,;.. PREPARED BY: _ Sc/>r tic �3s,�cL Before construction is completed 0 DATE: �� _ this building will be inspected for -- • y compliance with Section 553.908 I hereby certify.that this building,as designed,is in compliance Florida Statutes. with the Florida Energy Code. G'pD wE ° OWNER/AGENT: BUILDING OFFICIAL: DATE: - DATE: ----__ -- C: - Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist 2/17/2015 1:49 PM E nergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 1 of 6 PROJECT Title: Terrano 3066 Left Bedrooms: 3 Address Type: Street Address Building Type: User Conditioned Area: 3066 Lot# 5 Owner: Toll Brothers Total Stories: 2 Block/SubDivision: #of Units: 1 Worst Case: No PlatBook: Builder Name: Toll Brothers Rotate Angle: 0 9 Street: 1625 Atlantic Beach Dr Permit Office: Duval Cross Ventilation: No County: Duval Jurisdiction: 261300 Whole House Fan: No City,State,Zip: Atlantic Beach, Family Type: Single-family FL, New/Existing: New(From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site — Zone 97.5% 2,5% Winter Summer Degree Days Moisture Range FL,Jacksonville FL_JACKSONVILLE_INT 2 32 93 70 75 1281 49 Medium BLOCKS Number Name Area Volume 1 Block1 3066 29124 SPACES _Number _ Name Area Volume _Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated 1 Main 1530 15300 Yes 0 0 1 Yes Yes Yes 2 2nd Floor 1536 13824 No 4 3 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Floor over Garage 2nd Floor ___- ____ 243 ft' 0 0 0 1 2 Slab-On-Grade Edge Insulatio Main 208.3 ft 0 1530 ft' ____ 0 0 1 3 Floor Over Other Space 2nd Floor -_-- 1293 ft' 0 0 0 1 ROOF / Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Gable or Shed Composition shingles 1920 ft' 370 ft' Medium 0.8 N 0.9 No 0 22.6 ATTIC V # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Full attic Vented 300 1773 ft' N N 2/17/2015 1:49 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 6 f CEILING Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic(Vented) 2nd Floor 38 1536 ft2 0.11 Wood 2 Under Attic(Vented) Main 38 237 ft2 0.11 Wood WALLS Adjacent S Cavity Width Height Sheathing Framing Solar Below mt_--Tn walLLype pace -R-Value-F_f In-_ Et-In Area R_Value-Fraction-Absor-GradeJ` 196 N Exterior Frame-Wood 2nd Floor 19 51 4 9 0 462.0 ft2 0 0.25 0.8 0 N Exterior Frame-Wood Main 19 63 0 10 0 630.0 ft2 0 0.25 0.8 0 E Exterior Frame-Wood 2nd Floor 19 41 1 9 0 369.8 ft2 0 0.25 0.8 0 E Exterior Frame-Wood Main 19 40 0 10 0 400.0 ft2 0 0.25 0.8 0 S Exterior Frame-Wood 2nd Floor 19 52 6 9 0 472.5 ft2 0 0.25 0.8 0 S Exterior Frame-Wood Main 19 61 11 10 0 619.2 ft2. 0' 0.25 0.8 0 W Exterior Frame-Wood 2nd Floor 19 39 6 9 0 355.5 ft2 0 0.25 0.8 0 W Exterior Frame-Wood Main 19 40 0 10 0 400.0 ft2 0 0.25 0.8 0 W Garage Frame-Wood Main 13 55 0 10 0 550.0 ft2 0 0.25 0.8 0 DOORS # Omt Door Type Space Storms U-Value Width Height Area _ Ft In Ft In .1 W Insulated Main None .6 3 8 24 ft2 2 W Insulated Main None .39 2 8 8' 21.3 ft2 WINDOWS Orientation shown is the entered,Proposed orientation. Wall Overhang V. # Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N 1 Vinyl Low-E Double Yes 0.34 0.27 31.0 ft2 1 ft 0 in 1 ft 6 in None Exterior 5 j 2 N 1 Vinyl Low-E Double Yes 0.34 0.27 8.3 ft2 1 It 0 in 1 ft 6 in None Exterior 5 3 N 2 Vinyl Low-E Double Yes 0.34 0.27 3.6 ft2 1 ft 0 In 1 ft 6 in None Exterior 5 4 S 5 Vinyl Low-E Double Yes 0.34 0.27 15.5 ft2 1 ft 4 in 1 ft 6 in None Exterior 5 5 E 3 Vinyl Low-E Double Yes 0.34 0.27 33.3 ft2 8 ft 4 in 1 ft 6 In None Exterior 5 8 E 4 Vinyl Low-E Double Yes 0.34 0.27 62.0 ft2 8 ft 4 in 1 ft 6 in None Exterior 5 7 E 4 Vinyl Low-E Double Yes 0.34 0.27 96.0 ft2 8 ft 4 in 1 ft 6 in None Exterior 5 8 S 5 Vinyl Low-E Double Yes 0,34 0.27 21.5 ft2 1 ft 0 in 1 ft 6 in None Exterior 5 9 S 5 Vinyl Low-E Double Yes 0.34 0.27 21.3 ft2 1 ft 0 in 1 ft 6 in None Exterior 5 10 S 6 Vinyl Low-E Double Yes 0.34 0.27 21.5 ft2 1 ft 0 in 1 ft 6 in None Exterior 5 11 W 7 Vinyl Low-E Double Yes 0.34 0.27 26.4 ft2 1 ft 0 in 1 ft 6 in None Exterior 5 12 W 7 Vinyl Low-E Double Yes 0.34 0.27 15.0 ft2 1 ft 0 in 1 ft 6 in None Exterior 5 13 W 7 Vinyl Low-E Double Yes 0.34 0.27 6.3 ft2 1 ft 0 in 1 ft 6 in None Exterior 5 14 W 8 Vinyl Low-E Double Yes 0.34 0.27 31.0 ft2 1 ft 0 in 1 ft 6 in None Exterior 5 15 W 8 Vinyl Low-E Double Yes 0.34 0.27 16.0 ft2 8 ft 9 in 1 ft 6 in None Exterior 5 16 E 3 Vinyl Low-E Double Yes 0.34 0.27 15.5 ft2 1 ft 4 in 1 ft 6 in None Exterior 5 17 S 6 Vinyl Low-E Double Yes 0.34 0.27 15.5 ft2 1 ft 0 in 1 ft 6 in None Exterior 5 18 E 3 Vinyl Low-E Double Yes 0.34 0.27 4.0 ft2 1 ft 4 in 1 ft 6 in None Exterior 5 2/252015 7:48 AM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 6 GARAGE _ # _ Floor Area Ceiling Area_ Exposed Wall Perimeter'_Avg.Wall Height Exposed Wall Insulation 1 653 ft2 410 ft2 64 ft loft 1 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Best Guess .0003 2412.6 132.45 249.09 .2844 4.9704 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump None HSPF:8.2 42 kBtu/hr 1 sys#1 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 14 42 kBtu/hr 1260 cfm 0.700000 1 sys#1 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Natural Gas Tankless Exterior 0.59 1 gal 55.1 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model# Collector Model# Area Volume FEF None None -------_---_------ -- ft2 DUCTS ----Supply---- ----Return---- Air CFM 25 CFM25 HVAC# # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 512 ft2 Attic 213 ft2 Default Leakage 2nd Floor (Default) (Default) 1 1 2/17/2015 1:49 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 6 TEMPERATURES Programable Thermostat:Y Ceiling Fans: Coolin [ ]Jan [[ ]]Feb [ ]]Mar [ ]Apr [ ]Ma rj Jun X Jul [X]Au Se Oct Nov ]Dec ' Heating [X]Jan EX]Feb [X]Mar [ ]Apr [ ]May Jun l �Jul r ]AuSep f Oct �XNov EX)Dec Ventin [ l Jan ]]]Feb [[X]]Mar [X]A r [ ]]]Ma Jun [ Jul [ J Aug Se [X Oct [X Nov [ ]]]Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling(WD) AM 78 78 78 78 78 78 _—78 --78 —– 80 80 80--- 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling(WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating(WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating(WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 i I I I i i 2117/2015 1:49 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 5 of 6 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: 1625 Atlantic Beach Dr PERMIT#: Atlantic Beach, FL, - MANDATORY REQUIREMENTS SUMMARY-See individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) CHECK Air leakage 402.4 To be caulked, gasketed, weatherstripped or otherwise sealed. Recessed lighting IC-rated as meeting ASTM E 283. Windows and doors= 0.30 cfm/sq.ft. Testing or visual inspection required. Fireplaces: gasketed doors &outdoor combustion air. Must complete envelope leakage report or visually verify Table 402.4.2. Thermostat& 403.1 At least one thermostat shall be provided for each separate heating and controls cooling system. Where forced-air furnace is primary system, programmable thermostat is required. Heat pumps with supplemental electric heat must prevent supplemental heat when compressor can meet the load. Ducts 403.2.2 All ducts, air handlers, filter boxes and building cavities which form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section 503.2.7.2 of this code. 403.3.3 Building framing cavities shall not be used as supply ducts. Water heaters 403.4 Heat trap required for vertical pipe risers. Comply with efficiencies in Table 403.4.3.2. Provide switch or clearly marked circuit breaker (electric) or shutoff(gas). Circulating system pipes insulated to= R-2 + accessible manual OFF switch. Mechanical 403.5 Homes designed to operate at positive pressure or with mechanical ventilation ventilation systems shall not exceed the minimum ASHRAE 62 level. No make-up air from attics, crawlspaces, garages or outdoors adjacent to pools or spas. Swimming Pools 403.9 Pool pumps and pool pump motors with a total horsepower(HP) of= 1 &Spas HP shall have the capability of operating at two or more speeds. Spas and heated pools must have vapor-retardant covers or a liquid cover or other means proven to reduce heat 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. NIJ Ceilings/knee walls 405.2.1 R-19 space permitting. 2/17/2015 1:49 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 6 of 6 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 54 The lower the EnergyPerformance Index,the more efficient the home. 1625 Atlantic Beach Dr, Atlantic Beach, FL, - 1. New construction or existing New(From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a.Frame-Wood,Exterior R=19.0 3708.90 ft2 b.Frame-Wood,Adjacent R=13.0 550.00 ft2 3. Number of units,if multiple family 1 c.N/A R= ft2 4. Number of Bedrooms 3 d.N/A R= ft2 5. Is this a worst case? No 10.Ceiling Types Insulation Area a.Under Attic(Vented) R=38.0 1773.00 ft2 6. Conditioned floor area(ft2) 3066 b.N/A R= ft2 7. Windows"" Description Area c' R= ft2 a. U-Factor: Dbl,U=0.34 443.75 ft2 11.Ducts R ft2 SHGC: SHGC=0.27 a.Sup:Attic, Ret:Attic,AH:2nd Floor 6 512 b. U-Factor: N/A ft2 SHGC: 12.Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft" a.Central Unit 42.0 SEER:14.00 SHGC: d. U-Factor: N/A ft2 SHGC: 13.Heating systems kBtu/hr Efficiency Area Weighted Average Overhang Depth: 4.468 ft. a.Electric Heat Pump 42.0 HSPF:8.20 Area Weighted Average SHGC: 0.270 B. Floor Types Insulation Area 14.Hot water systems a.Natural Gas Cap: 1 gallons a.Slab-On-Grade Edge Insulation R=0.0 1530.00 ft EF:0.59 b. Floor Over Other Space R=0.0 1293.00 ft= c. other(see details) R= 243.00 ft2 b. Conservation features None 15.Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building ,TxE Sr Construction through the above energy saving features which will be installed (or exceeded) 0� = 9?ao in this home before final inspection. Otherwise, a new EPL Display Card will be completed € yrs,,, based on installed Code compliant features. � ,, : Builder Signature; `� V Date: /S�,S - a° ., _ Address of New Home: 1&26_A&-a 13e" City/FL Zip; 4f 32-0-33 4J(� �7`L COD �5 32233 WE `Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at(321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. "Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software TABLE 402.4.2 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Terrano 3066 Left Builder Name: Toll Brothers Street: 1625 Atlantic Beach Dr Permit Office: Duval City,State,Zip: Atlantic Beach,FL, - Permit Number: Owner: Toll Brothers Jurisdiction: 261300 Design Location: FL,Jacksonville COMPONENT CRITERIA CHECK Air barrier and thermal barrier Exterior thermal envelope insulation for framed walls is installed in substantial contact and continuous alignment with building envelope air barrier. Breaks or joints in the air barrier are filled or repaired. Air-permeable insulation is not used as a sealing material. �s 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/doorjambs 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 MW-CG YW811 Project Summary Job: Heating&AfrDate: ConditioningMain By: Korey Kasch McGowan's Heating & Air Conditioning, Inc. 4850 Collins Road,Orange Park,FI 32073 Phone:904-278-0339 Fax:904-278-0366 Email:Korey@mcgowansac.com Web:www.mcgowansac.com Proaect Information For: Steve Merten,Toll Brothers, Inc. 160 Cape May Ave., Ponte Vedra, FI 32081 Phone: (904)217-0739 Fax: (904)814-8173 Web:www.tolibrothers.com Email: smerten@tollbrothersinc.com Notes: The Terrano Design Information Weather: Jacksonville NAS, FL, US Winter Design Conditions Summer Design Conditions Outside db 32 °F Outside db 96 °F Inside db 70 °F Inside db 75 °F Design TD 38 °F Design TD 21 °F Daily range M Relative humidity 50 % Moisture difference 48 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 27416 Btuh Structure 21150 Btuh Ducts 4511 Btuh Ducts 5407 Btuh Central vent(0 cfm) 0 Btuh Central vent(0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 31926 Btuh Use manufacturer's data n Rate/swing multiplier 1.01 Infiltration Equipment sensible load 31194 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 3877 Btuh Ducts 816 Btuh Heating Cooling Central vent(0 cfm) 0 Btuh Area(ftp 3066 3066 Equipment latent load 4693 Btuh Volume (ft) 30360 30360 Air changes/hour 0.28 0.15 Equipment total load 35887 Btuh Equiv.AVF(cfm) 142 76 Req.total capacity at 0.70 SHR 3.7 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade Trade Model CH14NBO420OG Cond CH14NBO420OG AHRI ref 7835544 Coil FB4CNP042L00 AHRI ref 7835544 Efficiency 8.2 HSPF Efficiency 12.0 EER, 14 SEER Heating input Sensible cooling 28700 Btuh Heating output 40000 Btuh @ 47°F Latent cooling 12300 Btuh Temperature rise 27 °F Total cooling 41000 Btuh Actual air flow 1367 cfm Actual air flow 1367 cfm Air flow factor 0.043 cfm/Btuh Air flow factor 0.051 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.85 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. w# �' tsoflt' 2015-Feb-17 13:22:24 � Comfort Builder by Wrightsoft 15.0.06 RSU12270 I:\300 RES NC\Toll Brothers\Terrano 3066 Left.rup Calc=MJ8 Front Door faces: W Page 1 N First Floor Ret Riser 14" 1113 x 18 Sup Riser 6 x 12 14 Breakfas B room 7" 12x6 7" 12 x 12 91, Bat 14 x 14 4x8 14x6 4" 9 Kitcher 12" Stair 10x6 6" 6x10 4 x 8 6" 10x6 4" 12 x 12 6 Pantry Butler Pantr 8' Hall 1 12" Studd 6 x 14 8" Dining Roor Garage Foye _j Job#: McGowan's Heating & Air Conditioning,, Scale: 1 : 89 Performed by Korey Kasch for: Page 1 Steve Merten 4850 Collins Road Comfort Builder by Wrightsoft 160 Cape May Ave. Orange Park,FI 32073 15.0.06 RSU12270 Ponte Vedra,FI 32081 Phone:904-278-0339 Fax:904-278-0366 2015-Feb-17 13:23:44 Phone:(904)217-0739 Fax:(904)814-8173 www.tolibrothers.com smerten@tollbrothersinc.com www.mcgowansac.com Korey@mcgowansac.com I Brothers\Terrano 3066 Left.rup N Second Floor Ret Riser 14" 14" Sup Riser GL 14" n1 12x6 8 x 4 14" " Master Bedroo Bedroom 7 4 14x14 10x6 10x6 8" 12" 6.. 6" 12 x 12 14" r g24x18 I_au dry T� 16" 9" 10x6 8x4 5' 4, 8x4 4x8 12" Bath 3 4„ 4" lall ® Master Batl Hall 4 12 Stair� 12 x 12 g„ 12x12 9„ 10x6 Bedroom 12 x 6 6" 7° bonus 6x12 7" 10x6 Open to Foy( Job#: McGowan's Heating & Air Conditioning,. Scale: 1 : 89 Performed by Korey Kasch for: Page 2 Steve Merten 4850 Collins Road Comfort Builder by Wrightsoft 160 Cape May Ave. Orange Park,FI 32073 15.0.06 RSU12270 Porte Vedra,FI 32081 Phone:904-278-0339 Fax:904-278-0366 2015-Feb-17 13:23:45 Phone:(904)217-0739 Fax:(904)814-8173 www.mcgowansac.com Korey@mcgowansac.com ...I Brothers\Terrano 3066 Left.rup www.tollbrothers.com smerten@tollbrothersinc.com M CX0 W= . Duct System Summary Job: Heating&Air Date: C.Gr)diUurung Main By: Korey Kasch ""1'°"`« McGowan's Heating &Air Conditioning, Inc. 4850 Collins Road,Orange Park,FI 32073 Phone:904-278-0339 Fax:904-278-0366 Email:Korey@mcgowansac.com Web:www.mcgowansac.com Project • • For: Steve Merten,Toll Brothers, Inc. 160 Cape May Ave., Ponte Vedra, FI 32081 Phone: (904)217-0739 Fax: (904)814-8173 Web:www.tolibrothers.com Email: smerten@tollbrothersinc.com Heating Cooling External static pressure 0.50 in H2O 0.50 in H2O Pressure losses 0.11 in H2O 0.11 in H2O Available static pressure 0.39 in H2O 0.39 in H2O Supply/return available pressure 0.269/0.121 in H2O 0.269/0.121 in H2O Lowest friction rate 0.073 in/100ft 0.073 in/100ft Actual air flow 1367 cfm 1367 cfm Total effective length(TEL) 538 ft Supply Branch Detail Table Design Htg Clg Design Diam H x W Duct Actual Ftg.Egv Name (Btuh) (Cfm) (Cfm) FR (in) (in) Matl Ln (ft) Ln (ft) Trunk Bath h 1000 43 20 0.111 4.0 Ox 0 VIFx 46.7 195.0 st3 Bath 3 h 673 29 24 0.132 4.0 Ox 0 VIFx 18.8 185.0 St9 Bedroom 2 C 1968 92 101 0.096 7.0 Ox 0 VIFx 44.4 235.0 st7 Bedroom 3 C 1892 84 97 0.137 7.0 Ox 0 VIFx 12.1 185.0 St9 Bedroom 4 h 3147 135 114 0.112 7.0 Ox 0 VIFx 45.7 195.0 st3 Breakfast h 3050 131 100 0.108 7.0 Ox 0 VIFx 65.2 185.0 st3 Dining Room h 4598 197 193 0.075 8.0 Ox 0 VIFx 89.2 270.0 st5 Family Room C 4361 134 224 0.106 9.0 Ox 0 VIFx 59.2 195.0 st3 Hall 1-A c 857 40 44 0.085 6.0 Ox 0 VIFx 81.2 235.0 st4 Kitchen h 1714 73 24 0.073 6.0 Ox 0 VIFx 94.7 275.0 st5 Laundry C 185 6 10 0.134 4.0 Ox 0 VIFx 15.6 185.0 St9 Loft c 1001 32 52 0.096 6.0 Ox 0 VIFx 41.4 240.0 st7 Master Bath h 915 39 38 0.098 5.0 Ox 0 VIFx 29.3 245.0 St8 Master Bedroom C 1171 56 60 0.098 6.0 Ox 0 VIFx 30.4 245.0 st8 Master Bedroom-A C 1171 56 60 0.098 6.0 Ox 0 VIFx 29.4 245.0 st8 Open to Foyer C 1275 57 66 0.096 6.0 Ox 0 VIFx 41.0 240.0 st7 Pantry h 137 6 2 0.073 4.0 Ox 0 VIFx 91.2 280.0 st5 Study h 1177 50 30 0.085 6.0 Ox 0 VIFx 78.2 240.0 st4 Toilet h 192 8 6 0.097 4.0 Ox 0 VIFx 32.0 245.0 st8 Walk-In 1 C 599 26 26 0.136 4.0 Ox 0 VIFx 13.2 185.0 st9 bonus c 1500 71 77 0.096 7.0 Ox 0 VIFx 40.9 240.0 st7 2015-Feb-17 13:22:24 wsightWft Comfort Builder by Wrightsoft 15.0.06 RSU12270 Page 1 /Ml► I:\300 RES NC\Toll Brothers\Terrano 3066 Left.rup Calc=MJ8 Front Door faces: W Supply Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (Cfm) (Cfm) FR (fpm) (in) (in) Material Trunk st5 Peak AVF 276 219 0.073 352 12.0 0 x 0 VinlFlx st4 st4 Peak AVF 366 293 0.073 466 12.0 0 x 0 VinlFlx st3 st3 Peak AVF 809 750 0.073 757 14.0 0 x 0 VinlFlx st1 st1 Peak AVF 809 750 0.073 757 14.0 0 x 0 VinlFlx st7 Peak AVF 253 296 0.096 376 12.0 0 x 0 VinlFlx st6 st8 Peak AVF 160 165 0.097 373 9.0 0 x 0 VinlFlx st6 st6 Peak AVF 413 460 0.096 586 12.0 0 x 0 VinlFlx st2 st9 Peak AVF 145 156 0.132 448 8.0 0 x 0 VinlFlx st2 st2 Peak AVF 558 617 0.096 577 14.0 0 x 0 VinIFIX TableReturn Branch Detail Grill Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size(in) (Cfm) (Cfm) (ft) FR (fpm) (in) (in) Opening(in) Matl Trunk rb9 Ox 0 809 750 127.8 0.094 757 14.0 Ox 0 VIFx rt1 rb1 Ox 0 129 143 132.0 0.092 323 9.0 Ox 0 VIFx rt2 rb3 Ox 0 41 57 139.5 0.087 129 9.0 Ox 0 VIFx rt2 rb5 Ox 0 139 147 132.5 0.091 332 9.0 Ox 0 VIFx rt2 rb4 Ox 0 102 108 109.5 0.110 138 12.0 Ox 0 VIFx rt2 rb6 Ox 0 149 162 166.5 0.073 366 9.0 Ox 0 VIFx rt2 Return Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (Cfm) (Cfm) FR (fpm) (in) (in) Material Trunk rt2 Peak AVF 558 617 0.073 442 16.0 0 x 0 VinlFlx rt1 rt1 Peak AVF 1367 1367 0.073 774 18.0 0 x 0 VinlFlx ,s ���,�y.. 2015-Feb-17 13:22:24 �C� wrI9htS0 i Comfort Builder by Wrightsoft 15.0.06 RSU12270 page 2 /1Vt 1:\300 RES NC\Toll Brothers\Terrano 3066 Left.rup Calc=MJS Front Door faces: W R.O.W. Permit Attachment of for R.O.W. Permit# issued , 200_ Atlantic Beach, FL 32233 Owner's Name:TOLL FL VI LIMITED PARTNERSHIP Property Address: 1625 Atlantic Beach Drive Atlantic Beach, FL 32233 Subdivision: Atlantic Beach Country Club Lot#/Block#: 5 R.E. #: I V505- 1090FILE COPS REVOCABLE ENCROACHMENT PERMIT THIS REVOCABLE ENCROACHMENT PERMIT, issued on this 124, day of Mf}lLcil , 20 1 S`, by Atlantic Beach, Florida, a municipal corporation organized and existing under the laws of the State of Florida, hereinafter referred to as "CITY" and TOLL FL VI LIMITED PARTNERSHIP of Atlantic Beach, Florida, hereinafter referred to as "USER". WITNESSETH: That the CITY does hereby grant the USER permission on a revocable basis as described herein the right to enter upon the property of the City of Atlantic Beach for the purpose as described in the City of Atlantic Beach Right-of-Way/Easement permit numbers noted above (copies attached). This work is generally described as: Pavers in the Right of Way for the driveway. Any facility maintained, repaired, erected, and/or installed in the exercise of the privilege granted remains subject to relocation or removal on thirty (30) days notice by CITY to the USER, said notice to USER shall be given by certified mail, return receipt requested, to the following address: 160 Cape May Avenue; Ponte Vedra, FL 32081. The depositing of said notice of cancellation in the United States mail shall constitute the notice of cancellation and the burden is upon USER to keep the CITY informed of USER's proper address. The USER shall promptly make any and all necessary repairs to any facility erected or maintained in the exercise of the privilege herein granted and shall at all times maintain said facility in good and safe condition. In the event it is necessary for the CITY or the City's approved representative or other franchised utility to enter upon the above-described property of the CITY, the USER shall replace at the USER's sole expense, any and all material necessarily displaced during the action of maintaining, repairing, operating, replacing, or adding to of the utilities and facilities of the CITY or franchise utility provider. The facilities allowed by the permit shall meet the current requirements of the City Code, Building Codes, Land Development Code, and all other land use and code requirements of the CITY, including City Code Section 19-7 (h) which states "Driveways that cross sidewalks: City sidewalks may not be replaced with other materials, but must be replaced with smooth concrete left natural in color so that it matches the existing and adjoining sidewalks." Page Iof2 FILE COPY The USER, prior to making any changes from the approved plans and/or method, must obtain written approval from the City of Atlantic Beach, Public Works Department, for said change. The USER shall, at the discretion of the CITY, be requested to submit as-built drawings showing the change within thirty (30) days after the day of completion. This permit shall inure to the benefit of, and be binding upon, the USER and their respective successors and assigns. USER shall meet the terms and conditions of this permit and to all of the applicable State and CITY laws and/or specifications, to include utilities locate requirements and use limitations/requirements of public rights-of-way and other public land. USER further agrees that the CITY and its officers and employees shall be saved harmless by the USER from any of the work herein under the terms of this permit and that all of said liabilities are hereby assumed by the USER. DATED and SIGNED this 12'p"- day of hftge-N , 286'.2015` By: Property weer (to be signed in presence of the Notary) STATE OF FLORIDA COUNTY OF DUVAL On this � aday of 1"` QAC(�y ► 2005, personally appeared before me, a Notary Public in and for said County and State, J�--j O✓!4LO�— , the property owner of p,II dpi„ Atlantic Beach, Florida, known to me to be the person(s) described in and who executed the foregoing instrument; who acknowledged to me that he or she executed the same freely and voluntarily and for the uses and purposes therein mentioned. `/ 1 ;o.�a �a'•; CYNTHIA KUGLAR 'r: �'.`s Notary Public-state of Florida Not14blic in for sai Cou and State My Comm. Expires Feb 5,2017 Commission # EE 870496 CITY OF ATLANTIC BEACH, FLORIDA, a municipal corporation: Approved: { Doug on, Pub 'c Works Director For Permits where city sidewalk is impacted, City Manager approval required: Nelson Van Liere, City Manager Page 2 of 2 V' 06 1666p123B oo� 1'AV! 25 Q4 NG O ~' Ls 1 p \ O O � \\�r; ---qJ o O F � � 0 0 ci- o M N \ �00 ern 1 cif) a\ 6�pax \ o 13) L, ct V O OJ v Cd cP\OR� w W �l W PRO °VsIt :OIL Z SEM NZ � N1 W � Z00 R`tl, � BEAGH o�w Ail Q �ay0�fi1'CER GURB � City of Atlantic Beach Building Department Fa LICATION NUMBER `.' 800 assigned b the Building Seminole Road ��� Y (ding Department.) ' Atlantic Beach, Florida 322 -5445�J �;Phone(904)247-5826F 904( ) �E-mail• building-dept@coCity web-site: http://www.coa : APPLICATION REVIEW AND TRACKING FORM Property Address: Z Department review required Yes No Building Applicant: Q s Planning &Zoning Tree Administrator Project: (SLC ublic Wor u lic Uti i i L jf� Pu is afety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Florida Dept. of Environmental Protection of Permit Verified By Date Florida Dept.of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: ®Approved. []Denied. (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by: f< -'?2 Date: TREE ADMIN. Second Review: []Approved as revised. []Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. []Denied. Comments: Reviewed by: Date: Revised 07/27/10 C City of Atlantic Beach _C D Building Department APPLICATION NUMBER 800 Seminole Road MAR I (To be assigned the Building De art nt.) Atlantic Beach, Florida 32233-5441, Phone(904)247-5826 - Fax n - (904�n2-4Y-!- E-mail: building-dept@coab.us Date routed: City web-site: llttP://Www.coab.us DWI APPLICATION REVIEW AND TRACKING FORM Property Address: 2 Department Building Applicant: required Yes N® Planning&Zoning Tree Administrator Project: brf.aFC_0AJ1 _ ublic Wor Utill Ali&J /ID rn PU lic u ic Safe y Fire Se,v1G(__b Review fee $ 2-5- Dept Signature_25w� Other Agency Review or Permit Required Review or Receipt Florida Dept. of Environmental Protection of Permit Verif By Date Florida Dept. of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Other: APPLICATION STATUS Reviewing Department First Review: &Approved. [:]Denied. (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed t TREE ADMIN. )Y: Date: 3/2,01S Second Review: []Approved as revised. []Denied. IC WOR S Comments: PUBLIC 4C UTILITIES PL LI SAFET Reviewed by:. Date: FIRE SERVICES Third Review: [Approved as revised. []Denied. Comments: Reviewed by: Date: vised 07/27/10 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. FILE COPY6J (.e�� MiTek ; �.� cvj-��r , RE: 730169 - 730169 MiTek USA, Inc. 7-2,5`15 6904 Parke East Blvd, Site Information: Tampa,FL 33610-4115 Customer Info: Toll Brothers-Jacksonville Project Name: Model: Terrano Lot/Block: 5 Subdivision: Atlantic Beach-Heritage Address: 1625 Atlantic Beach Drive City: Jacksonville State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.5 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 40.0 psf Floor Load: 60.0 psf This package includes 79 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T6888668 A01 3/5/015 18 T6888685 C04 3/5/015 12 I T6888669 I A02 13/5/015 119 T6888686 1 CJ 1 t 3/5/015 13 I T6888670 I A03 3/5/015 120 I T6888687 1 CJ 1 A 3/5/015 4 T6888671 A04 3/5/015 121 I T6888688 1 CJ 113 3/5/015 15 I T6888672 A05 13/5/015 I22 I T6888689 l CJ1B1 13/5/015 1 16 I T6888673 I A06 13/5/015 123 I T6888690 1 CJ 1 G 13/5/015 17 T6888674 I A07 3/5/015 124 I T6888691 I CJ 1 H 3/5/015 18 I T6888675 I A08 3/5/015 125 T6888692 1 CJ3 13/5/015 19 I T6888676 I A09 3/5/015 126 T6888693 1 CJ3A 13/5/015 110 I T6888677 I A10 1 3/5/015 127 I T6888694 I CJ3H 13/5/015 11 I T6888678 J A11 13/5/01"8 I T6888695 J CJ5 1 3/51015J 112 I T6888679 Al2 . 3/5/015 I29 '6888696 J CJ5A 3/5/015 13 '6888680 I B01 13/5/015 130 '6888697 I D01 13/5/015 114 I T6888681 B02 1 3/5/015 131 T6888698 D02 3/5/015 115 I T6888682 I C01 13/5/015 132 1 T6888699 D03 13/5/015 116 I T6888683 I CO2 13/5/015 133 I T6888700 I E01 3/5/015 117 I T6888684 I CO3 13/5/015 134 I T6888701 I E02 3/5/015 The truss drawing(s)referenced above have been prepared by MiTek ���,QV 1 N Industries Inc.under m direct supervision based on the parameters ��� Pp••....... CF�, Y EN provided by American Builders Supply,Inc.. .•�,�C SF• Truss Design Engineer's Name: Velez, Joaquin 68182 My license renewal date for the state of Florida is February 28, 2017. IMPORTANT NOTE:Truss Engineer's responsibility is solely for �•�• STATE OF ::�WZ design of individual trusses based upon design parameters shown �0�.•.,� P: on referenced truss drawings. Parameters have not been verified '. F ••4 O R%'D . (?\ as appropriate for any use. Any location identification specified is sONALEc` for file reference only and has not been used in preparing design. ��11111i1110 Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, FL Cert. 6634 per ANSI/TPI-1, Chapter 2. March 5,2015 Velez,Joaquin 1 of 2 RE: 730169 - 730169 Site Information: Customer Info: Toll Brothers-Jacksonville Project Name: Model: Terrano Lot/Block: 5 Subdivision: Atlantic Beach-Heritage Address: 1625 Atlantic Beach Drive City: Jacksonville State: Florida No. Seal# Truss Name Date No. Seal# Truss Name I Date 35 IT6888702 E03 3/5/015 178 1 T6888745 MG1 3/5/015 136 I T6888703 E04 3/5/015 179 1 T6888746 SF1 13/5/015 137 I T6888704 I EJ2G 13/5/015 1 138 I T6888705 1 EJ36 13/5/015 1 139 I T6888706 I EJSH 13/5/015 1 140 I T6888707 I EJ7 13/5/015 I 141 I T6888708 I ERA 13/5/01 5J 142 I T6888709 1 FG01 13/5/015 143 I T6888710 I FG02 13/5/015 144 I T6888711 I FG03 13/5/015 J 145 I T6888712 I FG04 13/5/015 146 I T6888713 I FG05 13/5/015 1 147 I T6888714 I FG06 13/5/015 148 I T6888715 I FT01 13/5/015 .1 149 I T6888716 I FT02 13/5/015 150 I T6888717 I FT03 13/5/015 1 151 I T6888718 I FT04 13/5/015 152 I T6888719 I FT05 13/5/015 1 153 I T6888720 I FT06 13/5/015 1 54 I T6888721 I FT07 1 3/5/015 155 I T6888722 I FT08 13/5/015 I FILE COPY 156 I T6888723 I FT09 13/5/015 .157 I T6888724 I FT10 13/5/015 158 I T6888725 I FT11 13/5/015 159 I T6888726 I FT12 13/5/M_1 160 I T6888727 I FT13 13/5/015 161 I T6888728 I FT14 13/5/015 162 I T6888729 I FT15 13/5t015 163 I T6888730 I FT16 13/5/015 164 I T6888731 I FT17 13/5/015 1 165 I T6888732 I FT18 13/5/015 1 166 I T6888733 I FT19 13/5/015 1 167 I T6888734 I FT20 13/5/015 1 168 I T6888735 I G01 13/5/015 169 I T6888736 1 G02 1 3/5/015 170 I T6888737 I G03 13/5/015 1 171 I T6888738 11-1101 13/5/015 172 I T6888739 I H02 13/5/015 1 173 I T6888740 1 H03 13/5/015 1 174 I T6888741 I HJ2G 13/5/015 175 I T6888742 1 HJ3B 13/5/015 I 176 I T6888743 1 HJSH 13/5/015 1 177 I T6888744 I HJ7 13/5/015 1 2 of 2 � v� o Y '� C7nx �? � o `�° n a o .0 o o �. f. yC o o, b En rA . cr Gq CD.i pi lo- CA C O un `C Wvii O /+ UPI - O CD O , WCD p CD CD n • o 0 Q- m Y =D SID CD 0 O a CDITI CD w _ CD Q "TI o c w d I -a °. 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CD CL rn CD o CD °O 0 n N M In 7 n 0n O p. 0cn CD PEn cn o CD w CD o CD O CD N Job Truss russ Type ty y 730169 78888668 730169 A01 Hip Girder 1 2 Job Reference o tiorol American Builders Supply, Sanford,Florida 7.530 5 Jul 11 2014 MTek Industries,Inc. Thu Mar 05 11:00:35 2015 Page 1 ID:andSZU8D?bE8f3poTfTd7lziLrw-grfyPdP1 FoCcF6pcOemrfol6JoDOGPuMjdcdMaze?jQ 22-2-0 23-&0 2590 27-6-0 29-1-10 1-0-0 7-0-0 10$6 13.11-0 16.10-8 19100 2 1 - 8 4-10- 2 2 0 8.1 32-8-0 398-0 1-0.0 1-40 7-40 3-6.6 3 -10 2-11-8 2-11-8 -0. 1-4-0 11- 1.4-0 1-4-0 3.6.6 7-0-0 1-4-0 (+)Top chord must be braced by end jacks, 0-7-8 1.40 0.5-0 0-3.10 Scale=1:73.2 roof diaphragm,or properly connected purlins as shown. 14-10-0 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see 5x6= Standard Industry Gable End Details as applicable, 12 49 M or consult qualified Building Designer as per ANSI/TPI 1. 7x6= 53 50 5x6 6x6= 5x6% 9 _ 6,6 5.00 12 3 4x6= 5 4x4=52 x4 1 1 — 51 16 39 15 ch A 2 17 18I� ;1 00 23 2240 41 42 21 43 44 45 20 46 47 48 19 4x6= 4x6 4x4= 7x10 tvrr20HS= 4x8= 7x8= 4x4= 7-0-0 1058 13-11-0 16-10-8 19.10-0 22-9.8 25-9-0 29-1-10 32-M 39-8-0 7-0-0 34 3-6.8 -10 2-11 8 2-11.8 2-11-8 2-11-8 3.4-10 3-6.8 7-0-0 Plate Offsets(X Y)- 13:0-3-0,0-2-91,[8:0-3-0,0-"],[16:0-3-0,0-2-91,(20.0-3-8 0-5 4] [22:0-5-0,04-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) 0.41 21 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.9321-22 >512 180 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr NO WB 0.61 Horz(TL) 0.22 17 n/a n/a BCDL 10.0 Code FBC2010TTP12007 (Matrix-M) Weight:567 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-9-1 oc purlins. 3-8,8-16:2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x6 SP No.2*Except* JOINTS 1 Brace at Jt(s):8,13,14,11 20-22:2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=3063/0-6-0,17=3151/0-6-0 Max Horz2=145(LC 7) Max Uplift2=-814(LC 8),17=-863(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-7256/1828,34=-6768/1752,4-38=-12008/3129,5-38=-12008/3129, 5-39=-12002/3126,6-39=-12002/3126,6-7=-12163/3158,7-8=-11317/2791, 8-10=-1 1317/2791,10-11=-11317/2791,11-13=-9396/2130,13-14=-9394/2129, 14-15=-6124/1484,15-16=-6903/1823,16-17=-7484/1950,12-49=-821/468, 49-50=-907/472,50-51=-946/493,15-51=-1062/504,7-52=-1007/450,9-52=-924/439, 9-53=-940/511,12-53=-828/501 BOT CHORD 2-23=-1570/6638,22-23=-2346/9518,22-40=-3167/12463,40-41=-3167/12463, 41-42=-3167/12463,21-42=-3167/12463,2143=-2710/11237,43-44=-2710/11237, 4445=-2710/11237,2045=-2710/11237,2046=-2149/8829,46-47=-2149/8829, 0Q1V 1 N 47-48=-2149/8829,19-48=-2149/8829,17-19=-1684/6864 ` �,QP -23=-573/2529,8-21=-358/257,16-19=-318/2095,9-10=-261/216,4-22=-811/3198,WEBS 3 :� ,.' GENs' 14-20=-251/1874,6-21=-442/262,11-21=-409/1291,4-23=-3568/984,14-19=-2411/583, •C` F i 6-22=-643/269,11-20=-1421/508 N 68182 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: ; Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-7-0 oc. �: T O F • Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply O P \_,, connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. �� S•• 1 G 3)Unbalanced roof live loads have been considered for this design. ��j 8 \ %% 4)Win :ASCE -10;V It=1 MW FRB(second gust) Vasd=DOL ph;T plate grip f;B=1D 60 .Opsf;h=30ft;B=69ft;L=40 t;eave=7ft;Cat.II; Exp 18; 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)All plates are 2x4 MT20 unless otherwise indicated. FL Cert. 6634 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will March 5,2015 Cor%rWffWrVb&dbpttorn chord and any other members. A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE mit-7473 rev.0211612015 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 parameters 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 MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salify InforrrwMon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type ty Ply 730169 ___j T6888668. 730169 A01 Hip Girder 1 2 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc. Thu Mar 05 11:00:36 2015 Page 2 ID:andSZU8D?bE8f3poTf rd7lziLrw-81 DKczQg06KTtGOpyMHOo?ZH3CZF?s8WxHMBuOze?jP NOTES- 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=lb)2=814,17=863. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)139 Ib down and 112 Ib up at 14-7-4,139 Ib down and 112 Ib up at 16-7-4, 139 Ib down and 126 Ib up at 18-7-4,139 Ib down and 126 Ib up at 20-7-4,139 Ib down and 126 Ib up at 22-7-4,139 Ib down and 126 Ib up at 24-10-0,139 Ib down and 126 Ib up at 26-7-4,139 Ib down and 126 Ib up at 28-7-4,and 139 Ib down and 126 Ib up at 30-7-4,and 235 Ib down and 210 Ib up at 32-M on top chord,and 1211 Ib down and 333 Ib up at 13-11-0,65 Ib down at 14-7-4,65 Ib down at 16-7-4,65 Ib down at 18-7-4,65 Ib down at 20-7-4,65 Ib down at 22-7-4,65 Ib down at 24-7-4,65 Ib down at 26-7-4,65 Ib down at 28-7-4,and 65 Ib down at 30-7-4,and 273 Ib down and 50 Ib up at 32-7-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S)Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-60,3-7=-60,15-16=-60,16-18=-60,2-17=-20,12-15=-60,7-12=-60 Concentrated Loads(lb) Vert:16=-139(F)22=-1211(F)19=-273(F)12=-99(F)9=-99(F)6=-99(F)39=-99(F)40=-41(F)41=-41(F)42=-41(F)43=-41(F)44=-41(F)45=-41(F)46=-41(F)47=-41(F) 48=-41(F)49=-99(F)50=-99(F)51=-99(F)52=-99(F)53=-99(F) A WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev.0211612015 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 parameters 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 eWOW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Qualify Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 730169 T6888669 730169 A02 Hip 1 1 Job Reference(optional) I American Builders Supply, Sanford,Florida - 7.530 s Jul 11 2014 MiTek Industries,Inc. Thu Mar 05 11:00:37 2015 Page 1 ID:andSZU8D?bE8f3poTfTd7lziLrw-cDmigJRInQSKVQz?W 3oFKD6ROc_NkLgfAx5kRSze?jO 14-0 5$-11 9-0-0 16-2-11 23-5-5 4-10 30$-0 33-11-51-0- 1�-0 5$-11 3-3-5 7-2-11 7-2-11 -0-11 5-10-0 3-3-5 5.8-11 1-4-0 Scale=1:73.3 5x6— 14-10-0 2x4 11 5x6= 2x4 II 3x6= 5x6= 5.00 12 4 3x4= 3x4— 2x4-� Te7 1.1 2x4 3 28 29 6 1 32 33 >:� g d2627 35 b yt1 2p6q 10 11IV 0 16 15 14 13 12 990 3x8—_ 5x8 MT20HS= 3x4= 5x8 MT20HS= 3x8—_ 3x6= 3x6= 9-0-0 19-10-0___ 30-8-0 39-8-0 ] 9-6-0 0-0__ 10-10-0 10-10-0 9-0-0 _ Plate Offsets(X Yy- [2.0-0 6 Edge] [4 0-3-0 0-2-4] [8.0-2-7 0-3-6] [8:0-3-1,0-2-51,[1010-0-2 Edge] [17:0-2-4,0-4-51 LOADING(psf) SPACING- 2-0-0FB DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.250.81 Vert(LL) 0.32 14 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25055 Vert(TL) -0.94 14-16 >507 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES 0.46 Horz(TL) 0.20 10 n/a n/a BCDL 10.0 Code FBC2010rTPI2007 (Matrix-S) Weight:207 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied. Except: 4-6,6-8:2x4 SP M 30 3-4-0 oc bracing:5-7 BOT CHORD 2x4 SP M 31 3-11-0 oc bracing:7-8 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-16,7-12 JOINTS 1 Brace at Jt(s):7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. _ REACTIONS. (Ib/size) 2=1667/0-6-0,10=1667/0-6-0 Max Horz 2=-97(LC 10) Max Uplift2=-404(LC 12),10=-404(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-26=-3326/1130,26-27=-3263/1140,3-27=-3250/1150,3-4=-3100/1043, 4-28=-2876/1009,28-29=-2876/1009,29-30=-2876/1009,5-30=-2876/1009, 5-6=-4036/1307,6-7=-4036/1307,7-31=-2879/1010,31-32=-2879/1010, 32-33=-2879/1010,8-33=-2879/1010,8-9=-3102/1044,9-34=-3249/1150, 34-35=-3262/1140,10-35=-3325/1129 BOT CHORD 12-13 6 91 49 /392951 0 1 2 1 50/3927,966/299914-15=-1 1 50/3927,13-14=-1149/3929, `%% PQv'N VF�,♦I♦i WEBS 4-16=-193/852,5-16=-1276/462,5-14=0/309,7-14=0/308,7-12=-1274/461, �� • G E N,9�•.F�♦i♦ 8-12=-191/848 N 68182 NOTES- k �• •; 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=llft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-1-4-0 to 2-7-10,Interior(1)2-7-10 to 9-0-0,Exterior(2)9-0-0 to 36-3-5,Interior(1)36-3-5 to 41-0-0 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip F (V DOL=1.60 Q•• �(/ 3)Provide adequate drainage to prevent water ponding. ♦♦♦ '.'� Q `%b 4)All plates are MT20 plates unless otherwise indicated. ♦ , �4 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦♦I SS ••��� �� 6)*This truss has been designed r a live rload of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)2=404, 10=404. 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and V gypsum FL Cert. 6634 sheetrock be applied directly to the bottom chord. 9)Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. March 5,2015 Continued on page 2 A WARNING-verity design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.0711612015 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 parameters 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 MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quallty Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 JobTruss Tnuss Type Qty Ply 730169 ' T6888669 730169 A02 Hip 1 1 Job Reference o tiorlal American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Mar 05 11:00:37 2015 Page 2 I D:andSZU8D?bE8f3poTfTd7lziLrw-cDm iq J RI nQSKVQz?W 3oFKD6ROc_N kLgfAx5kRSze?jO WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. ' Applicability of design parameters 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 MiTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 730169 76888670 730169 A03 Hip 1 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Mar 05 11:00:38 2015 Page t ID:andSZUBD?bE8f3poTf d7lziLrw-4QK51fSwYjaB6ZYB3mJUtQfcPOFsThMoPbrizvze?jN r14-0 6-10-1 11-0-0 17 4 2 22-3-14 24-10-0 28-8-0 32-9-15 39-8-0 fit-0-0 1 4-0 6-10-1 4-1-15 6 4-2 4-11-12 2-6-2 3-10-0 4-1-15 6-10 Scale=1:73.2 14-10-0 I 5x6= 2x4 11 2x4 11 5x6= 3x6= 5x6= 5 00 F12 4 3x4= 3x 2x4 228 6 31 2x4 3 9 27 32 26 33 c 1 2 10 11Iq 16 15 14 13 12 0 3x8= 3x8—_ 4x6= 3x4= 4x6= 3x8— 3x8= 11-0-0 19-10-0 28-8-0 39-8-0 11-0-0 _.� 8-10-0 I- 8-10-0 1 11-0-0 Plate Offsets(X,Y)— [2:0-3-10,Edge] 14:0-3-0,0-2-41,[8:0-2-7,0-3-6],[8:0-3-1 0-2-51 [10:0-3-10 Edge],[18:0-2-4 0-4-51 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.77 j Vert(LL) -0.28 14 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.75 14-16 >636 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(TL) 0.21 10 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) Weight:204 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. Except: BOT CHORD 2x4 SP M 30'Except' 2-9-0 oc bracing:7-8 13-15:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=1667/0-6-0,10=1667/0-6-0 Max Horz 2=115(LC 11) Max Uplift2=-404(LC 12),10=-404(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-26=-3244/1130,26-27=-3164/1143,3-27=-3134/1155,3-4=-2922/1012,4-28=-2677/984, 28-29=-2677/984,5-29=-2677/984,5-6=-3295/1153,6-7=-3295/1153,7-30=-2678/984, 30-31=-2678/984,8-31=-2678/984,8-9=-2923/1012,9-32=-3134/1154,32-33=-3163/1143, 10-33=-3243/1129 BOT CHORD 2-16=-951/2921,15-16=-922/3250,14-15=-922/3250,13-14=-924/3252,12-13=-924/3252, 10-12=-962/2920 WEBS 3-16=-322/284,4-16=-175/789,5-16=-816/306,7-12=-817/307,8-12=-174/789, 9-12=-319/283 ,`,`II111111i/1111, Pay!N NOTES- ♦♦ + 1)Unbalanced roof live loads have been considered for this design. ♦♦ ,0', '�G E r`[S'•.�� 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=lift;Cat.11; . �, F Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-0 to 2-7-10,Interior(1)2-7-10 to 11-0-0,Exterior(2)11-0-0 to N 68182 34-3-5,Interior(1)34-3-5 to 41-0-0 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will T F 44/ fit between the bottom chord and any other members. i 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=lb)2=404, %' ••,�` O Q� \�♦♦♦ 10=404. 7)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and V gypsum ��j StS "� \ ♦♦♦ appliedsheetrock be 8)Graphical purlinrep representation o on does not depict to the bottom the he size or the orientation of the purlin along the top and/or bottom chord. 1111 AI ,,, FL Cert. 6634 March 5,2015 A WARNING-Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev.02/1&2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters 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 MiTek'erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Oty Ply 730169 T688t3671 730169 A04 Hip 1 1 Job Reference tiorlal American Builders Supply, Sanford,Florida 7.530 5 Jul 112014 MiTek Industries,Inc.Thu Mar 05 11:00:412015 Page 1 ID:andSZU8D?bE8f3poTfTd7lziLrw-V?ODggUogeylzl GmlvtBV3GE2DGLg2oF5Z3yaEze?jK F, 635 13-0-0 17.6-7 21$4 1 26 8 0 33-4-11 39 8 0 p1-0-0 F 1 4-0 635 6$11 4 6 7 3 11-13 5-1-12 6-8-11 6-3-5 1-0-0 Scale=1:71.9 500= 4x6= 2x4 II 500= 5.00 12 4 31 5 32 336 34 7 3x4%30 35 3x4 3 8 d 29 7 16 36 11- 4 2 7x10 9 -0 10IY N 1 o 22 2118$-0 20 19 18 15 14 13 12 11 o 3x6= 2x4 I) 44 5x10= 2x4 II 2x4 II 5x10= 4x6— 2x4 I 3x6= 1004 MT20HS= 635 13-0-0 17 8 7 21-0 4 28 8-0 33 4-11 39.8-0 635 6 8-11 4 6-7 3 11-13 5 1-12 6-8-11 835 Plate Offsets(X,Y)— [4:0-7-0,0-2-4],[7:0-7-0,0-2-4],[16:04-0,0-3-0],[17:0-9-4,0-4-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.39 18 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -1.00 18 >477 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.40 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight:225 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied. Except: 5-19,6-14:2x4 SP No.3,16-17:2x4 SP M 30 10-M oc bracing:17-19,14-16 WEBS 2x4 SP No.3*Except* MiTek recommends that Stabilizers and required cross bracing 17-20,4-17,13-16:2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=1690/0-6-0,9=1689/0-6-0 Max Horz 2=134(LC 11) Max Uplift2=-390(LC 12),9=-391(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-29=-3413/1035,3-29=-3296/1059,3-30=-2828/898,4-30=-2751/926,4-31=4724/1422, 5-31=4724/1422,5-32=-4501/1375,32-33=-4501/1375,6-33=4501/1375, 6-34=4468/1369,7-34=-4468/1369,7-35=-2751/927,8-35=-2827/899,8-36=-3295/1060, 9-36=-3412/1036 BOT CHORD 2-22=-877/3083,21-22=-877/3083,20-21=-877/3083,16-17=-1141/4767,6-16=-288/190, 12-13=-890/3082,11-12=-890/3082,9-11=-890/3082 WEBS 3-20=-595/276,4-20=-942/284,17-20=-667/2768,4-17=-701/2749,5-16=-419/85, 13-16=-655/2652,7-16=-608/2369,7-13=-665/223,8-13=-594/276 ,,,`l1111111/1111,, NOTES- ,`OPQUI N � '�'' 1)Unbalanced roof live loads have been considered for this design. ,� E•N S 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=13ft;Cat.II; .' �, $ Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-0 to 2-7-10,Interior(1)2-7-10 to 13-0-0,Exterior(2)13-0-0 to 1 N 68182 32-3-5,Interior(1)32-3-5 to 41-0-0 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ' 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. T F 44/ 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-M wide will 0 0 - fit .fit between the bottom chord and any other members. �� •. Q`.' �� 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joints)except Qt=1b)2=390, �� 1�.•• % 9=391. I��lSs .•• � 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and/z"gypsum I�� •• AL �% sheetrock be applied directly to the bottom chord. /111111/�� FL Cert. 6634 March 5,2015 OWNER 0 WARNING-VoHy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.0211612015 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 parameters 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 MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI BuIlding Component 6904 Parke Fast Blvd. Safety InfermaBon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Inuss type Qty Ply 730169 76688672 730169 A05 Hip 2 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 5 Jul 112014 MiTek Industries,Inc. Thu Mar 05 11:00:43 2015 Page 1 ID:andSZU8D?bE8f3poTfTd7lziLrw-RN8_4MW 3MGDTDLQ9sKvgaUMWd 1 w38zkYYtY2e6ze?j I r1-4-0 7-913 15-0-0 19-10-0 24.8-0 31-10-3 39.8-0 41-0-Qi 1-0-0 7-9-13 7-234-10-0 4-10-0 7-2-3 7-9-13 Scale=1:71.9 5.00 F12 5x6= 3x4 5x6= = 4 24 5 25 6 i 23 26 5x6 3 7 r m 22 27 1 2 46 8 9 I� 0 0 15 14 13 28 29 12 17 10 3x6= 2x4 II 4x6= 3x8= 2x4 II 3x6= 3x8= 4x6= 7-9-13 15-0-0 24-8-0 31-10-3 39.8-0 r 7-9-13 7-23 9-8-0 _ 7-2-3 7-9-13 Plate Offsets(x Y)-- [3:0-3-0,0-3-41,[4:0-3-0,0-2-41,[6:0-3-0,0-2-4],[7:0-3-0,0-3-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.37 12-13 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.91 12-13 >523 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(TL) 0.22 8 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight:198 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. _ REACTIONS. (Ib/size) 2=1667/0-6-0,8=1667/0-6-0 Max Horz2=152(LC 11) Max Uplift2=-404(LC 12),8=-404(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-22=-3279/1019,3-22=-3193/1049,3-23=-2585/873,4-23=-2498/902,4-24=-2318/902, 5-24=-2318/902,5-25=-2318/902,6-25=-2318/902,6-26=-2498/902,7-26=-2585/873, 7-27=-3193/1049,8-27=-3279/1019 BOT CHORD 2-15=-850/2948,14-15=-852/2944,13-14=-852/2944,13-28=-618/2418,28-29=-618/2418, 12-29=-618/2418,11-12=-864/2944,10-11=-864/2944,8-10=-861/2948 WEBS 3-15=0/261,3-13=-713/319,4-13=-120/608,5-13=-323/146,5-12=-323/146, 6-12=-120/608,7-12=-713/318,7-10=0/261 NOTES- ,`11111111//11 1)Unbalanced roof live loads have been considered for this design. `%%% QV I N �/� 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=15ft;Cat.11; ,`�O1 .• Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-1-4-0 to 2-7-10,Interior(1)2-7-10 to 15-0-0,Exterior(2)15-0-0 to ,� , ,• G E N S•• �i i� 30-3-5,Interior(1)30-3-5 to 41-0-0 zone;C-C for members and forces 8 MW FRS for reactions shown;Lumber DOL=1.60 plate grip ` •' �. F '• � DOL=1.60 N 6 81 8 2 3)Provide adequate drainage to prevent water ponding. = * 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ; fit between the bottom chord and any other members,with BCDL=10.Opsf. 'p 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joints)except Qt=1b)2=404, : T O F 8=404. 7)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and'/z"gypsum ice' O Q�`••\�`� sheetrock be applied directly to the bottom chord. ,���ss , , \Q�`, FL Cert. 6634 March 5,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev.0211612015 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 parameters 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 'Y'�A!Tek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 730169 T6888673 730169 A06 Hip 2 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Mar 0511:00:44 2015 Page 1 ID:andSZU8D?bE8f3poTfTd7lziLrw-vaiMl iW h7ZLKgU?LQ1Qv7hujnQGBtTHhnXIcAYze?jH F11,-140i 610.12 11815 17-0-0 22-M 27-11-1 32-9-4 398-0 Al-0Q F 1,-1 6-10.12 4-10 5 3-1 5.8-0 5 3 1 4-10-3 6-10-12 1-4-0 Scale=1:71.9 5x6 5x8= 5.00 12 6 7 3x4% 3x4 3x6% 5 827 3x6 2x4�� 26 9 2x4/i 3 4 10 n 25 28 1 2 11 12th 18 17 16 29 15 14 13 3x4= 4x6= 3x8— 3x4—_ 46= 3x4= 3x8= 3x8= 910-1 17-M 22-8.0 29-9-15 39-8-0 9 10-1 7-1-15 5-8-0 7-1-15 9 10-1 Plate Offsets(X Y)- [2:0-4-2 0-1-81 [6:0-3-0 0-2-4] [7:0-5-12 0-2-81,[11:0-4-2,0-1-81 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.23 13-15 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -0.61 13-15 >783 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.66 Horz(TL) 0.21 11 nla n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-S) Weight:207 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. _ J REACTIONS. (Ib/size) 2=1667/0-6-0,11=1667/0-6-0 Max Horz 2=-171(LC 10) Max Uplift2=-404(LC 12),11=-404(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-25=-3276/1019,3-25=-3196/1045,3-4=-3006/969,4-26=-2950/988,5-26=-2891/989, 5-6=-2344/876,6-7=-2117/863,7-8=-2344/875,B-27=-2891/989,9-27=-2951/988, 9-10=-3006/969,10-28=-3196/1044,11-28=-3275/1019 BOTCHORD 2-18=-849/2951,17-18=-702/2579,16-17=-702/2579,16-29=-503/2116,15-29=-503/2116, 14-15=-714/2579,13-14=-714/2579,11-13=-861/2950 WEBS 3-18=-318/204,5-18=-34/438,5-16=-643/290,6-16=-128/554,7-15=-126/599, 8-15=-644/290,8-13=-34/438,10-13=-318/204 ,`111111111//// NOTES- 00 `��P001 N �/��/�, 1)Unbalanced roof live loads have been considered for this design. �� 0 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=17ft;Cat.II; `�� �� •�G E N S•. ����� Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-0 to 2-7-10,Interior(1)2-7-10 to 17-0-0,Exterior(2)17-0-0 to .' �. F•••• op 22-8-0,Interior(1)28-3-5 to 41-0-0 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip of 6$1118 2 DOL=1.60 3)Provide adequate drainage to prevent water ponding. *:• 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. : 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ..-Q; :jZ fit between the bottom chord and any other members,with BCDL=10.Opsf. T O F :•41J Z 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joints)except Qt=1b)2=404, 11=404. 7)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and'/2"gypsum ��j� •• \ P %`, sheetrock be applied directly to the bottom chord. 4*1 ,/ /11111111111 FL Cert. 6634 March 5,2015 A WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7173 rev.0211612015 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 parameters 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 WOW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IY,A[� fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 JobTruss Truss Type Qty Ply 730169 T6888674 730169 A07 Hip 2 1 Job Reference I American Builders Supply, Sanford,Florida 7.530 5 Jul 112014 MiTek Industries,Inc.Thu Mar 05 11:00:46 2015 Page 1 ID:andSZUBD7bE8f3poTfTd7lziLrw-ryp6jOYxf Bb24o9kXSSNC6_3eEyoLT V_FmjFRze7jF r1 4-0 6 6 6 12-9-11 19-0-0 20-8-0 26-10-5 33-1-10 39 8-0 ¢1-0 Q X1.4-0 8-3-4 8-2-5 1-8-0 6-2-5 6-3+1 6-6-6 1�-0 Scale=1:71.9 5x6= 5x6= 5.00 F12 6 7 3x4% 3x4 5 2fi 278 3x6% 3x6 2x4�� 4 9 2x4// 3 10 25 �28 2 t1 121Y 1 18 29 17 30 16 15 14 31 32 13 3x4= 5x6 WB— 3x4—3x4— 5x6 WB= 3x4= 3x6= 3x6= — — 9-7-1 19-0-0 20-8 0 30-0-15 39.8-0 9-7-1 9.4-15 18-0 9.4-15 9-7-1 Plate Offsets(X Y)-- [2:0-0-0 Edge] [6:0-3-0,0-2-41,[7:0-3-0,0-2-4],[11:0-0-6,Edoe] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.33 16-18 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.88 16-18 >543 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.30 Horz(TL) 0.21 11 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) Weight:206 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-16,8-15 OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=1667/0-6-0,11=1667/0-6-0 Max Horz2=190(LC 11) Max Uplift2=-404(LC 12),11=-404(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-25=-3330/953,3-25=-3257/977,3-4=-3041/888,4-5=-2973/910,5-26=-2175/747, 6-26=-2162/776,6-7=-1944/757,7-27=-2162/776,8-27=-2175/747,8-9=-2973/910, 9-10=-3041/888,10-28=-3257/976,11-28=-3330/952 BOT CHORD 2-18=-792/3006,18-29=-618/2504,17-29=-618/2504,17-30=-618/2504,16-30=-618/2504, 15-16=-361/1944,15-31=-630/2504,14-31=-630/2504,14-32=-630/2504, 13-32=-630/2504,11-13=-804/3006 WEBS 3-18=-345/231,5-18=-29/525,5-16=-780/356,6-16=-167/594,7-15=-167/594, 8-15=-780/356,8-13=-29/526,10-13=-345/231 ``,`11111111111111♦ NOTES- �%-. Pg.01N V F��♦j♦ 1)Unbalanced roof live loads have been considered for this design. �� S .. ' ', ' (',E•IV S ♦♦ 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=19ft;Cat.ll; % . F Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-0 to 2-7-10,Interior(1)2-7-10 to 19-0-0,Exterior(2)19-0-0 to N 68182 20-8-0,Interior(1)26-3-5 to 41-0-0 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. : 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ..-9; cc 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-M wide will ; T F 44J Z fit between the bottom chord and any other members,with BCDL=10.Opsf. 0 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except jt--lb)2=404, i♦♦ •, O Q `_,� 11=404. ♦ �� `G �� 7)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and V gypsum ♦i�ss •�\ ��� sheetrock be applied directly to the bottom chord. .NAL 111 1111111111 FL Cert. 663477:] March 5,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MN-7473 rev.0211612015 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 parameters 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 M iTek- erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 JobTruss Truss Type Qty �Ply , 730169 T6888675 730169 A08 Common 1 Job Reference I American Builders Supply, Sanford,Florida 7.530 s Jul 112014 MITek Industries,Inc.Thu Mar 0511:00:48 2015 Page 1 ID:andSZU8D?bE8f3poTfTd7lziLrwoLxt83ZBBormJ616ftVrHX3M42dKpJ2Hi9GpKKze?jD -14-0, 6�8 13-10-12 19 10-0 25-9-4 33-1-10 39-8-0 111-0-0 1.4-0 6.6.6 + 7-0-6 511-4 5.11-4 74.6 6.8.6 1-4-0 Scale=1:69.6 5x6= 5.00 F12 6 3x4 24 25 3x4 5 7 3x6% 3x6 2x4�� 4 8 2x4 3 9 23 26 2 10 1 111 Y 0 0 16 27 15 28 t4 29 13 30 12 3x4= 5x6 WB— 3x8— 5x6 WB= 3x4= 3x6= 9-7-1 i 19-10-0 30-0-15 i 39-8-0 9-7-1 10-2.15 10-2-15 9-7-1 Plate Offsets(X,Y)-- [2:0-0-6,Edge1,[10:040-6,Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 i Plates Increase 1.25 TC 0.63 Vert(LL) -0.37 14-16 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.91 14-16 >525 180 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.20 10 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight:198 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied. 13-15:2x4 SP M 30 WEBS 1 Row at midpt 7-14,5-14 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer Installation guide. _ REACTIONS. (Ib/size) 2=1667/0-6-0,10=1667/0-6-0 Max Horz2=-197(LC 10) Max Uplift2=-404(LC 12),10=-404(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-23=-3357/918,3-23=-3237/941,3-4=-3043/832,4-5=-2961/856,5-24=-2115/685, 6-24=-2037/710,6-25=-2037/710,7-25=-2115/685,7-8=-2961/856,8-9=-3043/832, 9-26=-3237/942,10-26=-3357/918 BOTCHORD 2-16=-749/3048,16-27=-510/2411,15-27=-510/2411,15-28=-510/2411,14-28=-510/2411, 14-29=-533/2411,13-29=-533/2411,13-30=-533/2411,12-30=-533/2411, 10-12=-757/3036 WEBS 6-14=-327/1290,7-14=-757/338,7-12=-63/597,9-12=-404/264,5-14=-757/339, 5-16=-03/596,3-16=-404/264 %%J11111111111111 Qvi N vF NOTES- ,♦♦ P ,..... 4 1� 1)Unbalanced roof live loads have been considered for this design. %SO ,� , ' G E N S'• C1�i� 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=20ft;Cat.11; � .' �, F• Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-0 to 2-7-10,Interior(1)2-7-10 to 19-10-0,Exterior(2)19-10-0 to N 68182 i 23-9-10 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members,with BCDL=IO.Opsf. "fl 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt--1b)2=404, T O F 10=404. 6)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and V gypsum �� ••, Q ,• ��� sheetrock be applied directly to the bottom chord. �j� ��,♦� oil 11% FL Cert. 6634 March 5,2015 A WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev.0211612015 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. �t Applicability of design parameters 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 MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 730169 T6888676 730169 A09 Hip 1 JF Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Mar 05 11:00:49 2015 Page 1 I D:andSZU8D?bE8f3poTf rd7lziLrw-GXVFLPagy6zdxGtJDaO4glcYfRzNYpIQxp?Nsmze?jC -1.4-0 7-0-1 13-0-0 19-10-0 26 8-0 32-7-15 39-M F1-0-q X1-4-0 7-0-1 5-11-15 6-10-0 6-10-0 5-11-15 7-0-1 Scale=1:70.7 5x6= 2x4 II 5x6= 4 23 24 5 25 26 6 27 5.00 F12 2x4 2x4 3 22 7 o, A 21 28 2 8 �1 9 IV 14 29 13 30 12 31 11 32 10 3x4= 46= 3x8— 46= 3x4= 3x6= 3x6= i 9-11-0 i 19-10-0 29-9-0 39-8-0 9-11-0 9-11-0 _ 9-11-0 9-11-0 Plate Offsets(X Y}- [2:0-M,Edgej,[4:0-3-0,0-2-4j,[6:0-3-0,0-2-4j,[8:0-0-6,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.33 12-14 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -0.85 12-14 >560 180 BCLL 0.0 * Rep Stress Incr YES WB 0.26 Horz(TL) 0.20 8 n/a n/a BCDL 10.0 j Code FBC2010/TPI2007 (Matrix-S) Weight:188 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied. 11-13:2x4 SP M 30 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer Installation REACTIONS. (Ib/size) 2=1667/0-6-0,8=1667/0-6-0 Max Horz2=-134(LC 10) Max Uplift2=-404(LC 12),8=-404(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-21=-3296/1105,3-21=-3219/1131,3-22=-3007/1012,4-22=-2995/1040, 4-23=-2869/1043,23-24=-2869/1043,5-24=-2869/1043,5-25=-2869/1043, 25-26=-2869/1043,6-26=-2869/1043,6-27=-2995/1040,7-27=-3007/1012, 7-28=-3219/1131,8-28=-3296/1105 BOT CHORD 2-14=-933/2971,14-29=-670/2462,13-29=-670/2462,13-30=-670/2462,12-30=-670/2462, 12-31=-081/2462,11-31=-681/2462,11-32=-681/2462,10-32=-681/2462, 8-10=-945/2971 WEBS 3-14=-368/298,4-14=-99/551,4-12=-157/662,5-12=-451/274,6-12=-157/662, 6-10=-99/551,7-10=-368/298 ``1111111111111'I OVEN VF .. NOTES- `�OP. •,.... ��♦i 1)Unbalanced roof live loads have been considered for this design. ,�� , �,E Ng••.•�♦♦♦ 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=13ft;Cat.II; % do Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-0 to 2-7-10,Interior(1)2-7-10 to 13-0-0,Exterior(2)13-0-0 to N 68182 32-3-5,Interior(1)32-3-5 to 41-0-0 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -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-M wide will p: T F .• 44/Z fit between the bottom chord and any other members,with BCDL=10.Opsf. •. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=lb)2=404, i♦♦ 8=404. �1 7)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and%"gypsum ♦♦♦� Sl) '•• ` ,,�` sheetrock be applied directly to the bottom chord. �II •• AL 11� 1111111111 FL Cert. 6634 March 5,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev.0211612015 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 parameters 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 MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Cdteda,DSB-89 and BCSI Building Component 6904 Parke East Blvd. sc"ty Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Oty Ply 730169 T6888677 730169 A10 Hip 1 1 Job Reference(option-" American Builders Supply, Sanford,Florida 7.530 s Jul 112014 MiTek Industries.Inc.Thu Mar 05 11:00:51 2015 Page 1 ID:andSZU8D?bE8f3poTfTd7lziLrw-Cwd?m5c4UjDKAZ1 hK?2YvAhucFhtOZYjO7UUwfze?jA 0 5 9-14 11-0-0 17-4-2 22-3-14 28.8-0 33-10-2 39.8-0 41-0-0 1 4 5-9-14 5-2-2 6�-2 4-11-12 6.4-2 5-2-2 5-9-14 Scale=1:70.7 3x4= 5x6= 3x4= 3x6= 5x6= 5.00 12 4 24 25 5 6 7 26 27 8 2x4 2x4 3 9 23 28 a 2 10 11Iq 1ERB 0 0 16 15 14 13 12 3x8= 3x8= 4x6= 3x4= 4x6= 3x8 3x8= 11-0-0 19-10-0 28.8-0 39-8-0 11-0-0 8-10-0 8-10-0 11-M Plate Offsets(X,Y)— [2:0-3-6,0-1-8],[4:0-3-0,0-2-4],[8:0-3-0,0-2-4] [10:073-6 0-1-8]_, LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) 0.29 14 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.76 12-14 >630 180 BCLL 0.0 Rep Stress Incr YES WE 0.95 Horz(TL) 0.21 10 n/a n/a BCDL 10.0 Code FBC2010fTP12007 (Matrix-S) Weight:192 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30`Except' BOT CHORD Rigid ceiling directly applied. 13-15:2x4 SP No.2 FlAiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer Installation quide. REACTIONS. (Ib/size) 2=1667/0-6-0,10=1667/0-6-0 Max Horz2=115(LC 11) Max Uplift2=-404(LC 12),10=-404(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-23=-3312/1177,3-23=-3245/1198,3-4=-2950/1010,4-24=-2692/993,24-25=-2692/993, 5-25=-2692/993,5-6=-3306/1158,6-7=-3306/1158,7-26=-2692/993,26-27=-2692/993, 8-27=-2692/993,8-9=-2950/1010,9-28=-3245/1198,10-28=-3312/1177 BOT CHORD 2-16=-1003/2995,15-16=-930/3261,14-15=-930/3261,13-14=-929/3261, 12-13=-929/3261,10-12=-1017/2995 WEBS 3-16=-360/306,4-16=-148/755,5-16=-818/302,7-12=-818/302,8-12=-148/755, 9-12=-360/306 NOTES- `,,`t111111111111 , 1)Unbalanced roof live loads have been considered for this design. N 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=1 ift;Cat.11; ,��� P.Qv• Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-1-4-0 to 2-7-10,Interior(1)2-7-10 to 11-0-0,Exterior(2)11-0-0 to ,�� ,�••• G E/�S ����i 34-0-6,Interior(1)34-M to 41-0-0 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip : .• �, 46' DOL=1.60 3)Provide adequate drainage to prevent water ponding. N 68182 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * •• 5)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)2=404, T F .• 10=404. i 7)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and%2"gypsum •, sheetrock be applied directly to the bottom chord. ,,��j lSs ,O•\���,` FL Cert. 6634 March 5,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.02H6/201 5 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 parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MR I is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity,of the MiTek- erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety IntormaBon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 730169 76888678 730169 All Hip 1 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc. Thu Mar 05 11:00:52 2015 Page 1 ID:andSZU8D?bE8f3poTfrd7lziLrw-g6ANzRdiF1 LBojcuujZnRNE6rf2317LsdnE 1 T5ze?j9 5-8-11 9-0-0 16 3-3 23-4-13 30-8-0 33-11-5 39-8-0 p-0 q X1.4-05-8-11 3-3 5 7-3-3 7-1-9 7-3-3 3-3-5 5-8-11 1-4-0 Scale=1:70.7 5x6= 3x4= 3x6= 3x4= 5x6= 5.00 12 4 25 26 27 5 6 7 28 29 30 8 2x4 2x4 3 9 23 24 31 32 e q11 2 10 11Iq 0 0 16 15 14 13 12 3x6% 3x8 5x8 MT20HS= 3x4= 5x8 MT20HS= 3x8 3x6 9-0-919-10-0 ___ 30-8-0 39-8-0 9-0-0 10-10-0 10-10-0 9-M Plate Offsets(X Y)- [2:0-3-0,0-1-8] [4:0-3-0,0-2-4] [8:0-3-0,0-241,[10:0-3-0,0-1-8] _ LOADING(psf) SPACING- 2-0-0 CSI. TDEIFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32e (LL) -0.32 14 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.97 12-14 >490 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.47 Horz(TL) 0.22 10 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-S) j Weight:185 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-16,7-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=1667/0-6-0,10=1667/0-6-0 Max Horz 2=97(LC 11) Max Uplift2=-404(LC 12),10=-404(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-23=-3317/1127,23-24=-3254/1137,3-24=-3239/1147,3-4=-3099/1043, 4-25=-2877/1009,25-26=-2877/1009,26-27=-2877/1009,5-27=-2877/1009, 5-6=-4033/1307,6-7=-4033/1307,7-28=-2877/1009,28-29=-2877/1009, 29-30=-2877/1009,8-30=-2877/1009,8-9=-3099/1043,9-31=-3239/1147, 31-32=-3254/1137,10-32=-3317/1126 BOTCHORD 2-16=-951/2990,15-16=-1150/3927,14-15=-1150/3927,13-14=-1147/3927, 12-13=-1147/3927,10-12=-962/2990 WEBS 4-16=-188/841,5-16=-1273/461,5'14=0/306,7-14=0/306,7-12=-1273/461, 8-12=-188/841 `��� QUA NOTES- , 1)Unbalanced roof live loads have been considered for this design. ♦ •' V F•••. 2)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=9ft;Cat.II; N 68182 Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-0 to 2-7-10,Interior(1)2-7-10 to 9-0-0,Exterior(2)9-0-0 to * * = 36-3-5,Interior(1)36-3-5 to 41-0-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. '0 .: 4)All plates are MT20 plates unless otherwise indicated. ((/ 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 T F 4; 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 0- fit fit between the bottom chord and any other members. ••\���`�, 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)2=404, ��j Sl7 '• \ ��` 4. 8)This ttrruss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and V gypsum /111111 sheetrock be applied directly to the bottom chord. FL Cert. 6634 March 5,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev.02/16(2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. '' Applicability of design parameters 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 1Y1�A'Tek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type 0ty Ply 730169 730169 Al2 Hip Girder 1 Job Reference(optional) T6888679 American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Mar 05 11:00:56 2015 Page 1 I D:andSZU8 D?bE8f3poTfTd7lzi Lrw-ZtQupog DI FrdGKwf7YejcDOibGNihwN SYOCFcsze?j5 1-11,4-001 17-3-3 i 38-0 39- -0-0 A1t--04T-M 7 -0-qi Scale=1:70.7 6x6= 4x8= 5.00 12 6x6= 3 23 24 4 2526 27 5 28 6 29 7 30 3132 8 33 34 9 7 q11 2 10 11IV 0 0 18 35 36 1716 37 38 39 40 15 41 42 43 1413 44 45 46 12 4x6= 5x8 MT20HS= 5x8 MT20HS= 46= 779-0 13-5-0 19-10-0 26-3-0 32.8-0 39.8-0 7-0-0 6-5-0 6-5-0 _ 6-5-0 6-5-0 7-0-0 Plate Offsets(X Y)- [3:0-3-0,0-2-91,[9:0-3-0,0-2-91 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) 0.43 15 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.99 15 >481 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr010 NO WB 0.53 Horz(TL) 0.21 10 n/a n/� BCDL 10.0 � _Code FBC2010/TPI2007 (Matrix-M) Weight:469 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-11-5 oc purlins. 3-6,6-9:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. BOT CHORD 2x6 SP No.2*Except* 14-16:2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=2922/0-6-0,10=2935/0-6-0 Max Horz2=-78(LC 6) Max Uplift2=-750(LC 8),10=-766(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-6895/1656,3-23=-6415/1584,23-24=-6416/1585,4-24=-6420/1585, 4-25=-9759/2388,25-26=-9759/2388,26-27=-9759/2388,5-27=-9759/2388, 5-28=-10909/2670,6-28=-10909/2670,6-29=-10909/2670,7-29=-10909/2670, 7-30=-9736/2407,30-31=-9736/2407,31-32=-9736/2407,8-32=-9736/2407, 8-33=-6452/1625,33-34=-6449/1624,9-34=-6447/1624,9-10=-6931/1699 BOT CHORD 2-18=-1411/6305,18-35=-2193/9305,35-36=-2193/9305,36-37=-2193/9305, 17-37=-2193/9305,16-17=-2586/10787,16-38=-2586/10787,38-39=-2586/10787, 39-40=-2586/10787,15-40=-2586/10787,15-41=-2589/10766,41-42=-2589/10766, %J11111111 42-43=-2589/10766,14-43=-2589/10766,13-14=-2589/10766,13-44=-2215/9290, `���� ���I�c� WEBS 7-1550/3502 713= 3014102 8--10349 8/1102/8-12=-3352/867,1121, 9-12=-381/2164 4 P'a CiIE N,9 `•C�� F NOTES- N 68182 =* �� •'� *, _ 1)2-ply truss to be connected together with 1 O(0.131'x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. �• T F .' 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. �i \ ••'`• N 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=7ft;Cat.ll; �ii�cSs ••• \���` Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.6011111111100% � �� 5)Provide adequate drainage to prevent water ponding. fill "1 6)All plates are MT20 plates unless otherwise indicated. 7)All plates are 4x4 MT20 unless otherwise indicated. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. FL Cert. 6634 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. March 5,2015 Continued on page 2 A WARNING-Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev.02116/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters 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 MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,Fl- 33610 Job iTruss Truss Type ty Ply 730169 7688667911 730169 I Al2 Hip Girder 1 I 1.- Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc. Thu Mar 05 11:00:56 2015 Page 2 I D:andSZU8D?bE8f3poTfTd7lziLrw-ZtQupogDl FrdGKwf7YejcDOibGNihwNSYOCFcsze?j5 NOTES- 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=lb)2=750,10=766. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)117 Ib down and 112 Ib up at 7-0-0,117 Ib down and 112 Ib up at 9-0-12, 117 Ib down and 112 Ib up at 11-0-12,122 Ib down and 115 Ib up at 13-0-12,114 Ib down and 115 Ib up at 15-0-12,114 Ib down and 115 Ib up at 17-0-12,114 Ib down and 115 Ib up at 19-0-12,109 Ib down and 112 Ib up at 20-7-4,109 Ib down and 112 Ib up at 22-7-4,109 Ib down and 112 Ib up at 24-7-4,117 Ib down and 112 Ib up at 26-7-4, 117 Ib down and 112 Ib up at 28-7-4,and 117 Ib down and 112 Ib up at 30-7-4,and 223 Ib down and 210 Ib up at 32-8-0 on top chord,and 273 Ib down and 50 Ib up at 7-0-0, 65 Ib down at 9-0-12,65 Ib down at 11-0-12,70 Ib down at 13-0-12,70 Ib down at 15-0-12,70 Ib down at 17-0-12,70 Ib down at 19-0-12,65 Ib down at 20-7-4,65 Ib down at 22-7-4,65 Ib down at 24-7-4,65 Ib down at 26-7-4,65 Ib down at 28-7-4,and 65 Ib down at 30-7-4,and 273 Ib down and 50 Ib up at 32-7-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S)Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-60,3-9=-60,9-11=-60,2-10=-20 Concentrated Loads(lb) Vert:3=-99(B)9=-139(B)18=-273(B)5=-107(B)7=-99(B)12=-273(6)23=-99(B)24=-99(B)25=-107(8)27=-107(B)28=-107(B)29=-99(B)30=-99(B)32=-99(B) 33=-99(B)34=-99(B)35=-41(13)36=-41(13)37=-48(B)38=-48(B)39=-48(B)40=-48(B)41=-41(B)42=-41(B)43=-41(B)44=-41(B)45=-41(13)46=-41(B) A WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.0211612015 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 parameters 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 Mirek- erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSIfrPll Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 730169 76888680 730169 B01 Hip Girder 2 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 112014 Mrrek Industries,Inc. Thu Mar 05 11:00:58 2015 Page 1 ID:arKISZU8D?bE8f3poTfTd7lziLrw-VGYeEUhTgt6LWe31 EzgBheUAB4EX9yOl?ihLglze?j3 3-0-0 6-6-0 9-" 10-10-0 3-0-0 3-64) 3-0-0 11-04-0 Scale=1:20.7 4x8= 4x4= 5.00 12 3 18 4 3x4- I 5 3x4 2 1 6 7 7 O 9 19 8 2X4 11 3x4= 3x8 11 3x8 II 3-0-0 6-6-0 9-6-0 3-0-0 3-6-0 3-0-0 Plate Offsets(X Y)- [1:0-2-7,0-0-131,[3:0-5-0,0-2-01,[6:0-5-8,0-0-131 LOADING(psf) iSPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.20 Vert(LL) 0.02 8-9 >999 240 MT20 244/190 TCDL 10.0 I Lumber Increase 1.25 BC 0.22 Vert(TL) -0.03 8-9 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.05 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:48 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 SP No.2 2-6-0,Right 2x4 SP No.2 2-6-0 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=366/Mechanical,6=447/0-6-0 Max Horz 1=-40(LC 30) Max Upliftl=-232(LC 8),6=-304(LC 8) Max Grav 1=368(LC 17),6=447(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=457/332,3-18=-401/302,4-18=-401/302,4-5=-446/317 BOT CHORD 1-9=-232/436,9-19=-235/441,8-19=-235/441,6-8=-240/405 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=3ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. `\\\1111111//, 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `,�� Qv N V .*,f 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-"wide will ``�OP FZ��� fit between the bottom chord and any other members. ♦ S'• ��� 6)Refer to girder(s)for truss to truss connections. F•••• 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=lb)1=232, 6=304. N 68182 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)73 Ib down and 60 Ib up at 3-0-0, and 73 Ib down and 60 Ib up at 4-9-0,and 147 Ib down and 131 Ib up at 6-6-0 on top chord,and 107 Ib down and 24 Ib up at 3-0-0,and 46 Ib down and 5 Ib up at 4-9-0,and 107 Ib down and 24 Ib up at 6-5-4 on bottom chord. The design/selection of such connection T F device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ��•••, O Q_�`,�\�`�� LOAD CASE(S)Standard ,**j Sl) G\ ,, 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 ��I N A�` ��,` Uniform Loads(plf) 11111110\\� Vert:1-3=-60,3-4=-60,4-7=-60,10-14=-20 Concentrated Loads(lb) Vert:3=-4(F)4=24(F)9=8(F)8=8(F)18=-4(F)19=-5(F) FL Cert. 6634 March 5,2015 A WARNING-Verfry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.0211612015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for on individual building component. ' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding WOW fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sa"Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 JobTruss Truss Type Qty Ply 730189 T6888681 730169 B02 Hip 1 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MITek Industries,Inc.Thu Mar 05 11:00:59 2015 Page 1 ID:andSZU8D?bE8f3poTfTd7lziLrw-zS61 Rgi5bAEC7osEohBQEsOLjTa9uOHuEMQvCBze?j2 -1.404-74 4,10-12 94!1-0 14-0 4-7-4 4-74 Scale=1:21.8 4x4= 4 18 5.00 12 3x4 75� 17 3 5 3x4 2 6 16 10 0 7 2.4 I I 3x8 11 3x8 I I 4-7-4 10.2 9-" 0 4-7-4 4-7-4 Plate Offsets(X,Y)- [2:0-5-6,0-0-14),[6:0-2-9,0-1-6) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) 0.03 7-10 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.19 Vert(TL) -0.03 7-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight:43 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 SP No.2 2-6-0,Right 2x4 SP No.2 2-6-0 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 6=374/Mechanical,2=466/0-6-0 Max Horz 2=56(LC 11) Max Uplift6=-217(LC 12),2=-292(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-17=-427/665,4-17=-419/674,4-18=-394/681,5-18=-419/672,5-6=-145/267 BOT CHORD 2-7=-542/388,6-7=-542/388 WEBS 4-7=-291/181 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=5ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-0 to 2-7-10,Interior(1)2-7-10 to 4-9-0,Exterior(2)4-9-0 to 9-6-0 zone;porch left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 `,11111111111, 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,�I V 1 N V 7'I♦ 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will � OQ'Q F� fit between the bottom chord and any other members. �� , (,E N S ♦i♦ 5)Refer to girder(s)for truss to truss connections. �. F•'•, 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=lb)6=217, (v 68182 2=292. S 7)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and%"gypsum *; sheetrock be applied directly to the bottom chord. = T F �•41J ♦♦'SSS to FL Cert. 6634 March 5,2015 MENEM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev.02118/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters 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 Mire k' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Truss I toss I ype QtY Ply 730169 T68B8662 730169 C01 GABLE 1 1 Job Reference(optional) American Builders Supply,Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Mar 0511:34:25 2015 Page 1 I D:andSZU8D?bE8f3poTfTd7lziLrw-k3Ogb5QB8sfYHAOwzKiYoN56J6AsveM9 W SM2cvze?Di 6-11-2 13-10-4 6-11-2 6-11-2 Scale=1:27.4 5x6= 4 5.00F1_2 3x65 3x6 3 6 2 171 F1 Li ' Io 0- 4x12= 8 14-0 1 1-4-0 4x12= �� 6-11-2 13-10-4 6-11-2 6-11-2 Plate Offsets(X,Y)- [2:04-12,0-2-31,[6:0-4-12,0-2-3] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) 0.14 8-27 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.14 8-27 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) Weight:67 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30*Except* TOP CHORD Structural wood sheathing directly applied. 1-3,5-7:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer OTHERS 2x4 SP No.3 Installation guide. REACTIONS. (Ib/size) 2=631/0-3-8,6=631/0-3-8 Max Horz 2=70(LC 11) Max Uplift 2=-390(LC 12),6=-390(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-776/1037,3-4=-785/1094,4-5=-785/1093,5-6=-776/1039 BOT CHORD 2-8=-1389/1021,6-8=-1389/1021 WEBS 4-8=-406/268 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;8=69ft;L=40ft;eave=2ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces 11111111111/11, &MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ,�� 0 IN V 1Io 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 ♦♦ PQ F�$' �� �i Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. `♦♦♦,O•.•�G E��J � S•• 4)All plates are 2x4 MT20 unless otherwise indicated. .' �. F•••, 5)Gable studs spaced at 1-4-0 oc. N 68182 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide * •• Tir will fit between the bottom chord and any other members. ; 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 390 Ib uplift at joint 2 and 390 Ib uplift at ; joint 6. T F 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and V gypsum O , •��: sheetrock be applied directly to the bottom chord. i Q _ ♦� C? 11111111111 ; l %♦ FL Cert. 6634 March 5,2015 A WARNING.VMIy design paremeters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.02H612015 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 parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Nil' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 730169 T6888683 730169 CO2 Common 3 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc. Thu Mar 05 11:01:01 2015 Page 1 I D:andSZUBD?bE8f3poTff d7lziLrw-vrDns W kL7oUwN6ocw6EuJH5b5HCYMIEBhgv?H3ze?j0 1 -144 0 6-11-2 13-10-4 15-2-4 a 1 4-0 6-11-2 6-11-2 1-4-0 Scale=1:27.1 4x6= 3 5.00 12 13 14 15 16 2 4 � 5 Ia 17 18 6 19 20 3x4= 2x4 11 3x4= 6-11-2 13-10.4 6-11-2 6-11-2 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) 0.11 6-9 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.09 6-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2010/TPl2007 (Matrix. Weight:51 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation REACTIONS. (Ib/size) 2=634/0-3-8,4=634/0-3-8 Max Horz 2=77(LC 11) Max Uplift2=-389(LC 12),4=-389(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-13=-879/1484,13-14=-707/1056,3-14=-687/1074,3-15=-687/1074,15-16=-707/1056, 4-16=-879/1486 BOT CHORD 2-17=-1735/1056,17-18=-795/634,6-18=-795/634,6-19=-795/634,19-20=-795/634, 4-20=-1746/1056 WEBS 3-6=-357/272 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=2ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Corner(3)-1-4-0 to 2-7-10,Exterior(2)2-7-10 to 6-11-2,Corner(3)6-11-2 to 1/111111111//11 10-10-12 zone;porch left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 �. p.••,.. . F� �, I 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� ,�, C E/�S'• �i� 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will �, F•'•• fit between the bottom chord and any other members. N 68182 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)2=389, 4=389. 6)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and%"gypsum sheetrock be applied directly to the bottom chord. O:• T F •� ` FL Cert. 6634 March 5,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev.02/1612015 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 parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Nit is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek- erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type City Ply 730169 78888684 730169 CO3 Common Supported Gable 1 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 112014 MiTek Industries,Inc. Thu Mar 05 11:01:02 2015 Page 1 ID:andSZU8D?bE8f3poTfTd7lziLrw-N 1 n94skzu5cn?FNpTpl7rUekzhXY5klLwKfZpWze?j? 1 4-06-11-2 13-10-4 1-4-0 6-11-2 6-11-2 Scale=1:25.5 4x8= 3 5.00 F12 8 7 9 6 4 2 � Io 3x4= 5 2x4 11 3x4= 13-10-4 13-10-4 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) -0.01 1 n/r 120 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.47 Vert(TL) 0.06 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:49 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=245/13-10-4,2=332/13-10-4,5=612/13-10-4 Max Horz2=77(LC 11) Max Uplift4=-68(LC 12),2=-143(LC 12),5=-92(LC 12) Max Grav4=250(LC 22),2=338(LC 21),5=612(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-5=-409/262 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-1-4-0 to 2-7-10,Interior(1)2-7-10 to 6-11-2,Exterior(2)6-11-2 to 10-10-12 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. , 4)Gable requires continuous bottom chord bearing. `% QUI �i 5)Gable studs spaced at 2-0-0 oc. ,��OP i 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' ,•' G E N S••.• �0 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. N 68182 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,5 except(jt=1b) 2=143. 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ��•• T OF • ,� �• 1/1111111 `` FL Cert. 6634 March 5,2015 WARNING-Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.0211612015 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 parameters 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 MiTek. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criferia,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Intormam on available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type city Ply 730169 7688868,5 730169 C04 Common 3 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jut 11 2014 MiTek Indusbies,Inc.Thu Mar 05 11:01:03 2015 Page 1 ID:andSZU8D?bE8f3poTfTd7lziLrw-sDLXHCIcfPkecPy?1 WGMOiB_R5uzggU9_06Lyze?j_ 1 4 0 6-11-2 13-10.4 1�4 00 6-11-2 6-11-2 Scale=1:25.0 4x6= 3 5.00 F12 14 12 13 15 4 � 2 to 5 3x4= 2x4 I I 3x4= 6-11-2 13-10.4 6-11-2 6-11-2 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.03 5-8 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.10 5-8 >999 180 BCLL 0.0 " Rep Stress Incr YES WB 0.10 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC201OfTPI2OO7 (Matrix-S) Weight:49 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 FKTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=553/Mechanical,2=636/0-6-0 Max Horz 2=77(LC 11) Max Uplift4=-116(LC 12),2=-186(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-12=-878/380,12-13=-712/260,3-13=-693/279,3-14=-689/295,14-15=-693/280, 4-15=-980/478 BOT CHORD 2-5=-489/1054,4-5=-604/1187 WEBS 3-5=0/273 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=loft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-0 to 2-7-10,Interior(1)2-7-10 to 6-11-2,Exterior(2)6-11-2 to 10-10-12 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 tj%J111111111111 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `�� 01 N V 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will00 fit between the bottom chord and any other members. �� ,0,•' (,E N S•• `��i� 5)Refer to girder(s)for truss to truss connections. •• F•••, 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)4=116, N 68182 i 2=186. * ; 7)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and%2"gypsum sheetrock be applied directly to the bottom chord. = O • T F ;•� q\- FL Cert. 6634 March 5,2015 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.0211612015 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 parameters 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 MiTek. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPll Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 730189 T6888686 730169 Cil Jack-Open 5 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 112014 MiTek Industries,Inc.Thu Mar 0511:01:03 2015 Page 1 ID:andSZU8D?bE8f3poTfTd7lziLrw-sDLXHCcfPkecPy?1WGMOiBOPS WgDLU9_06Lyze?L -1-4-0 1-0-0 1.4-0 1-0-0 Scale=1:6.8 3 5.00 12 2 da 0 q0 d 1 4 3x4= 1-0-0 1-0-0 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.04 Vert(TL) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:5 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-M oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=162/0-6-0,4=-6/Mechanical,3=3/Mechanical Max Horz2=52(LC 12) Max Uplift2=-109(LC 12),4=-6(LC 1),3=-2(LC 9) Max Grav2=162(LC 1),4=18(LC 12),3=8(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=lft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Corner(3)zone;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. ``��1 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,3 except Qt=1b) `,�� QV N 2=109. ,. . 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ` OP , •��,E N,9 ••. �i� N 68182 -10 T OF '•� .� . Q•- FL Cert. 6634 March 5,2015 A WARNING-Verfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev.0711612015 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 parameters 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 MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety InformaMon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 JobTruss Truss Type Qty Ply 730169 T6888687 730169 CJ1A Jack-Open 1 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 112014 MiTek Industries,Inc. Thu Mar 05 11:01:04 2015 Page 1 I D:andSZU8D?bE8f3poTfTd7lziLrw-KQvwUYm EQjsU EZXBbE nbwvj2OU 14Zgbd Ne8gtOze?iz -2.4-0 1-0-0 2-4-0 Scale=1:9.0 3 5.00 12 2 da 0 0 q 0 4 1 4x4= 1-0-0 Plate Offsets(X,Y)-- [2:0-",Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.80 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.14 Vert(TL) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:7 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-"oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=308/0-6-0,4=-55/Mechanical,3=-34/Mechanical Max Horz2=78(LC 12) Max Uplift2=-245(LC 12),4=-55(LC 1),3=-34(LC 1) Max Grav2=308(LC 1),4=66(LC 12),3=44(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-524/189 BOT CHORD 2-4=-204/565 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=lft;Cat.ll; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Corner(3)zone;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,,1111111111111 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-M wide will `,�� av IN V �I� fit between the bottom chord and any other members. ,� P. F4 ... 4)Refer to girder(s)for truss to truss connections. `kb ,�,••�C,E�IVS'•.F��i� 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,3 except(jt=1b) do ; .' �, F 2=245. N 68182 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. k p T O F '•�/ O•, \• ';SS 1 FL Cert. 6634 March 5,2015 A WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.0211612015 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 parameters 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 MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sarety Infomrallon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job fuss Russ ype y 730166 T6888688 730169 �C-J`113 Jack-Open 6 1 Job Reference(optional) American Builders Supply,Sanford,Florida 7.530 s Jul 112014 MTek Industries,Inc. Thu Mar 05 11:34:40 2015 Page 1 ID:andSZU8D?bE8f3poTfTd7lziLrw-oyoLlDbbcTYPaTfpLzT3vYDhg9ORwRgNzl UKeYze?DT -1-4-0 1-" 1-4-0 1-M Scale=1:9.1 3 5.00 12 2 C? o 1 0 2 �g 4 6 5 3x8 II Plate Offsets(X,Y)— [5:0-24,0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.03 Vert(TL) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:6 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-M oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 5=220/0-6-0,4=-14/Mechanical,3=-47/Mechanical Max Horz 5=74(LC 12) Max Uplift 5=-122(LC 12),4=-14(LC 1),3=47(LC 1) Max Grav 5=220(LC 1),4=7(LC 8),3=34(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-5=-186/417 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=lft;Cat. Il;Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Corner(3)zone;end vertical left exposed;porch right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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 3-0-0 tall by 2-M wide `,%% Qv N will fit between the bottom chord and any other members. P` i 4)Refer to girder(s)for truss to truss connections. `�� ,0.•"GEN $• ����� 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 122 Ib uplift at joint 5,14 Ib uplift at joint 4 •• F•••• and 471b uplift at joint 3. N 68182 ' 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. T F ;•� s,.„ A`E %% , Ifo FL Cert. 6634 March 5,2015 A WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.0211612015 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 parameters 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 MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Intorma8on available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type city Ply 730169 T6888689 730169 CJ1B1 Jack-Open 2 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc. Thu Mar 0511:01:052015 Page 1 I D:andSZU8D?bE8f3poTfTd7lziLrw-ocTldnsBO_Lsj6N9xlgT7GPrug717rncltDPrze?iy 1-0-0 5.00 12 Scale=1:9.3 2 0-M 2 3 3x8 11 5 4 1-0-0 Plate Offsets(X,Y)- [4:0-4-8,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.05 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.00 4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:4 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-M oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=36/Mechanical,3=8/Mechanical,2=22/Mechanical Max Horz4=34(LC 12) Max Uplift3=-7(LC 12),2=-22(LC 12) Max Grav4=36(LC 1),3=14(LC 3),2=25(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=lft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Corner(3)zone;end vertical left exposed;porch right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will ,``111111111/111.# fit between the bottom chord and any other members. � Qv IN VF 1 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,2. �� 'O••• C E/�S'• `��i 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. : �. F '• i N 68182 Z�• T O F ,111111111 FL Cert. 6634 March 5,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE 114II-7473 rev.0211612015 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 parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Nit is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the �1Te�- erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salify Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 JoTruss russ I ype Oty Ply 730169 T6888690 730169 CJ1G Jack-Open 2 1 Job Reference(optional) American Builders Supply,Sanford,Florida 7.530 s Jul 112014 MiTek Industries,Inc. Thu Mar 0511:34:47 2015 Page 1 ID:andSZU8D?bE8f3poTf rd7lziLrw-51j_Dch_zdOOwYi9Fx5ih00sSzjN3cPOathCOeze?DM 1-4-0 1-0-0 ( 3.00 F12 Scale:3/4"=1' 3x6 11 3 2 r 1 t Ot 12 6 5 4 3x4= 1-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 10.0Lumber Increase 1.25 BC 0.21 Vert(TL) -0.00 5 >999 180 BCLL 0.0 • i Rep Stress Incr YES WB 0.00 Horz(TL) -0.02 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007_ (Matrix-M) — _ Weight:8 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-M oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 5=220/0-6-0,4=-3/Mechanical,3=-58/Mechanical Max Horz 5=102(LC 12) Max Uplift 5=-139(LC 8),4=-89(LC 12),3=-58(LC 1) Max Grav 5=220(LC 1),4=68(LC 10),3=41(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-5=-197/406 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=lft;Cat. II;Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Corner(3)zone;end vertical left exposed;C-C for members and forces& MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,`jt++++++ ♦ will fit between the bottom chord and any other members. ``��P&I N V��404♦♦ 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 139 Ib uplift at joint 5,89 Ib uplift at joint 4 ,�� '0,••�Ci E Ns�•.��♦♦♦ and 58 Ib uplift at joint 3. '• �' •• i 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. N 68182 • �•� T F ;•� 01 . � ♦�♦♦ass ,•• A1'� C?`�� FL Cert. 6634 March 5,2015 A WARNING-verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.0211612015 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 parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek- fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Salify Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type tyPly 730169 T6888691 730169 CAH JACK-OPEN 2 1 Job Reference (optional) American Builders Supply, Sanford,Florida 7.530 a Jul 112014 MiTek Industries,Inc.Thu Mar 05 11:01:06 2015 Page 1 I D:andSZU8D?bE8f3poTfTd7lziLrw-Got gvDnUyK6CTthaifp3OKpX3l_1 Z4wrydmxHze?ix -1-0-0 1-" 1-4-0 14-0 Scale=1:6.1 3 3.00 F12 2 d 1 4 3x4= 0 8� 0-9-12 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight:6 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-4-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=-35/Mechanical,3=-26/Mechanical,2=248/0-3-8 Max Horz2=34(LC 8) Max Uplift4=-35(LC 1),3=-26(LC 1),2=-152(LC 8) Max Grav4=36(LC 8),3=26(LC 8),2=248(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-8=-546/237 BOT CHORD 2-9=-227/594 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;13=69ft;L=40ft;eave=1ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Corner(3)zone;cantilever left exposed;porch right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will ,`11111111 f f f�, fit between the bottom chord and any other members. ``I Qv N V 4)Refer to girder(s)for truss to truss connections. % P• F� 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)4,3 except(jt=lb) %%,�,•• C,E•N S••,`���i 2=152. •• F •• 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. N 68182 i O:• T OF '. ,,ass rf f 1 FL Cert. 6634 March 5,2015 Q WARNING-Veft design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE M11-7473 rev.0211612015 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 parameters 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 MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPll Quality Criteria,DSB-89 and BCS]Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type y730169 T6888692 730169 C.13 Jack-Open 5 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc. Thu Mar 05 11:01:06 2015 Page 1 ID:aridSZU8D?bE8f3poTf rd7lziLrw-Go1 gvDnUyK6CTthaifp30KpXelOv 1 Z4wrydmxHze?ix 1 4-03-0-0 1-4-0 3-0-0 Scale=1:11.1 3 5.00 12 n' 0 N 2 1 4 3x4= 3-0-0 3.0-0 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:12 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-M oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=63/Mechanical,2=224/0-6-0,4=28/Mechanical Max Horz2=85(LC 12) Max Uplift3=-33(LC 12),2=-94(LC 12) Max Grav3=63(LC 1),2=224(LC 1),4=45(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;13=69ft;L=40ft;eave=3ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Corner(3)zone;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. `\\\1\ fill 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,2. `%%% QV to 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. `%O1 .••C. .N N 68182 cc Z �. T OF '•�/ • J* iJ*I ,• Al-. �1:? FL Cert. 6634 March 5,2015 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MI7EK REFERANCE PAGE 11111-7473 rev.02/1612015 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 parameters 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 WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criferla,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss TypetyPly 730169 76888693 730169 CJ3A Jack-Open 1 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 5 Jul 112014 MITek Industries,Inc.Thu Mar 05 11:01:07 2015 Page 1 ID:andSZUBD?bE8f3poTfTd7lziLrw-k?a27Zo6ieE351 FmGMKIYYLZeiJVmOK44cMKTjze?iw -2-4-0 3-M 2-4-0 3-M Scale=1:13.3 3 5.00 12 0 N 2 4 1 4x4= 3-M 3-M Plate Offsets(X Y)— [2:0-1-2,Edgel LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.80 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.00 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight:13 Ib 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-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=54/Mechanical,2=302/0-6-0,4=19/Mechanical Max Horz2=111(LC 12) Max Uplift3=-24(LC 12),2=-163(LC 12) Max Grav3=54(LC 1),2=302(LC 1),4=42(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-754/184 BOT CHORD 2-4=-191/752 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=3ft;Cat.ll; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Corner(3)zone;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,`111111111111 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-M wide will `, Qv'N V fit between the bottom chord and any other members. ,,�OP. F�� 4)Refer to girder(s)for truss to truss connections. ♦ , ,•'\G E N S'•., 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3 except Qt=1b) : .' �, CC 2=163. N 68182 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. T F FL Cert. 6634 March 5,2015 A WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111/1.7473 rev.0211612015 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 parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity,of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type ty Ply 730169 T6888694I 730169 CJ3H Jack-Open 2 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc. Thu Mar 05 11:01:07 2015 Page 1 ID:andSZU8D?bE8f3poTfTd7lziLrw-k?a27Zo6ieE351 FmGMKIYYLipiJHmOK44cMKTjze?iw -1-4-0 3-0-0 1-4-0 3-0-0 Scale=1:8.5 3 3.00 12 2 1 4 XX 3x4= 0-6-4 3-M 00-6 44 2-5.12 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.00 9 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.00 4-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:11 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-M oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=47/Mechanical,4=18/Mechanical,2=250/0-3-8 Max Horz2=51(LC 8) Max Uplift3=-17(LC 8),2=-115(LC 8) Max Grav3=47(LC 1),4=37(LC 3),2=250(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-8=-580/219,2-2=-259/89 BOT CHORD 2-9=-210/626 NOTES- 1)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;13=69ft;L=40ft;eave=3ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Corner(3)zone;cantilever left exposed;porch right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will `,111111111/,11 fit between the bottom chord and any other members. ,�� U II N V 4)Refer to girder(s)for truss to truss connections. ,%% P.� 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3 except Qt=1b) �� ,�•.• G E N S•.•����� 2=115. •• V F •• 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. N 68182 • O _ T F till Ai�� FL Cert. 6634 March 5,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7/73 rev.02/1612015 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 parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Nil' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the T erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MOW fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 , Jobruss Truss Type yjT169 T6888695 730169 CJ5 Jack-Open 5 Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MITek Industries,Inc. Thu Mar 0511:01:08 2015 Page 1 I D:andSZU8D?bE8f3poTfTd7lziLrw-CB8QKvpkTx"Agyg4sX51urV6faVTaDI G6tO9ze?iv -1-4-0 5-0-0 1-4-0 5-0-0 Scale=1:15.3 3 8 5.00 F12 o N 4 N 2 1 4 2X4= 5-0-0 5-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.17 Vert(TL) -0.04 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) Weight:18 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. FMITek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=112/Mechanical,2=318/0-6-0,4=45/Mechanical Max Horz2=119(LC 12) Max Uplift3=-62(LC 12),2=-106(LC 12) Max Grav 3=112(LC 1),2=318(LC 1),4=75(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-8=499/351 BOT CHORD 2-4=-636/645 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=5ft;Cat.ll; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Corner(3)-1-4-0 to 4-3-5,Exterior(2)4-3-5 to 4-11-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will ,,`,� fit between the bottom chord and any other members. 1 N 4)Refer to girder(s)for truss to truss connections. ,�,.%0% � P.Qv• V F� ���i 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3 except Qt=1b) �� o•.• G E N,3•.• ;q� 2=106. •' F '• 6)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and V gypsum N 68182 sheetrock be applied directly to the bottom chord. '0 :• T OF .O • �� ' . �•0,.•'•♦ % ,,',,ss X111 Ai %C� FL Cert. 6634 March 5,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.0211612015 BEFORE USE. Design valid for use only with M1ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Nil' I is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MOWerector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 730169 T6888696 730169 CJ5A Jack-Open 1 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc. Thu Mar 05 11:01:09 2015 Page 1 ID:andSZU8D?bE8f3poTfTd7lziLrw-gNipYFgMEFUnKKP9OnNmdzRwdV?vEwgMXwrRYcze?iu -2.4-0 5-0-0 24-0 5-0-0 Scale=1:17.4 3 8 5.00 12 o 4 a 2 4 1 3x4= 5-0-0 5-0-0 Plate Offsets()(,Y)— [2:0.0-6,0-0-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.77 Vert(LL) -0.01 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.17 Vert(TL) -0.04 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) Weight:19 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=108/Mechanical,2=386/0-6-0,4=42/Mechanical Max Horz2=145(LC 12) Max Uplift3=-58(LC 12),2=-164(LC 12) Max Grav3=108(LC 1),2=386(LC 1),4=74(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-8=-521/0 BOT CHORD 2-4=-98/670 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;13=69ft;L=40ft;eave=5ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Corner(3)-2-4-0 to 3-3-5,Exterior(2)3-3-5 to 4-11-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,,itt i l l i t f/l,� 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-M wide will `�� V N V 1I� fit between the bottom chord and any other members. `��OP.� F��4i 4)Refer to girder(s)for truss to truss connections. �� , ,•' Ci E N S'•.• �i� 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3 except Qt=1b) F 0. 2=164. N 68182o 6 This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and%2"gypsum ► sheetrock be applied directly to the bottom chord. T F ,SSS ##If FL Cert. 6634 March 5,2015 0 WARNING.Verify,design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.02118/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Nil' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek- erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 JobTruss Truss Type 730169 76888697 730169 D01 Common Girder 1 1 Job Reference(ontiamll American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Mar 05 11:01:10 2015 Pa-gel ID:andSZU8D?bE8f3poTfTd7lziLrw-8aGBlbO?ZceyU_LxVu?AAzEovHXzJJ W mab_42ze?it 4-0-0 8-0-0 4-M 4-0-0 Scale=1:18.7 4x4= 3 5.00 F12 3x4 4 3x4 2 5 1 d cS 15 6 16 3x8 11 3x8 11 3x8 11 4-0-0 8-0-0 4-0-0 4-M Plate Offsets(X Y}- [1:0-4-0,0-2-21,[5:04-12,0-2-21 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.16 Vert(LL) 0.02 6-9 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.03 6-13 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.31 HOrz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:42 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-9 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-0-11 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 SP No.2 2-5-4,Right 2x4 SP No.2 2-5-4 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=859/0-6-0,5=859/0-6-0 Max Horz 1=37(LC 7) Max Upliftl=-502(LC 8),5=-502(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-659/406,2-3=-1187/737,34=-1187/737,4-5=-659/406 BOT CHORD 1-15=-626/1096,6-15=-626/1096,6-16=-626/1096,5-16=-626/1096 WEBS 3-6=-509/802 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=2ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11 11111 j11�,,, 4)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ```��a 'N V fit between the bottom chord and any other members. ``�OP. •,.. �C��� 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)1=502, , Ci E/�S'••,• ��i 5=502. •' �. F i 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. N 68182 0 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)40 Ib down and 15 Ib up at 0-5-13, 0 348 Ib down and 223 Ib up at 2-4-12,354 Ib down and 207 lb up at 4-0-0,and 348 Ib down and 223 Ib up at 5-7-4,and 40 Ib down and *; •' 15 Ib up at 7-6-3 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). -p; LOAD CASE(S)Standard O'•� T O F 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 �� Q• �� Uniform Loads(plf) �j� S•• •• •'•`��`�� ConcentratedlLoads(lb)5=60,7-11=-20 I S AL %% Vert:6=-354(6)9=-14(B)13=-14(B)15=-348(B)16=-348(6) 1 11111111 , FL Cert. 6634 March 5,2015 Q WARNING-ve*design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MII.7473 rev.02116/2015 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 parameters 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 WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 730169 78888698 730169 D02 Common 3 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 112014 MiTek Industries,Inc.Thu Mar 05 11:01:112016 Page 1 ID:andSZU8D?bE8f3poTfTd7izil rw-dmgZyxrdmskVaeZXVCPEjOWNMPubpSf?EKXdUze?is 1 0 4-0-0 8-0-0 1 4 0 4-0-0 4-M i 1� Scale=1:20.2 4x4= 4 5.00 F12 18 3x4 17 3 5 3x4 6 2 7 1 d 19 8 20 2x4 11 3x8 11 3x8 11 F 4-0-0 8-0-0 4-0-0 4-0-0 Plate Offsets(X,Y)- [2:0-2-8,0-0-121,[6:0-5-4,0-0-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) 0.02 8-15 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.19 Vert(TL) -0.01 8-11 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight:40 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3MiTek recommends ne ds that Stabilizers and required cross bracing SLIDER Left 2x4 SP No.2 2-6-0,Right 2x4 SP No.2 2-6-0 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=400/0-6-0,6=400/0-6-0 Max Horz2=-50(LC 10) Max Uplift2=-253(LC 12),6=-253(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-88/271,3-17=-304/739,4-17=-302/744,4-18=-302/744,5-18=-304/740, 5-6=-88/271 BOT CHORD 2-19=-504/278,8-19=-504/278,8-20=-504/278,6-20=-504/278 WEBS 4-8=-327/150 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=2ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Corner(3)-1-4-0 to 2-7-10,Exterior(2)2-7-10 to 4-0-0,Corner(3)4-M to 8-0-0 `,1111111111111 zone;porch left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 , ........ J I N V 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. %% Q . F� 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will %%,0••• G ENS•• `��� fit between the bottom chord and any other members. •' F�'•, �� 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)2=253, 6=253. N 68182 6)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and V gypsum *;• sheetrock be applied directly to the bottom chord. - p0: T F '•� �� 10111111 FL Cert. 6634 March 5,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.0211612015 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 parameters 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 WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPll Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 JobTruss Truss TypeOty Pty 730169 76888699 730169 D03 Common Girder 1 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 112014 MiTek Industries,Inc. Thu Mar 05 11:01:12 2015 Page 1 ID:arKISZU8D?bE8f3poTfTd7lziLrw-5yOxAHsFXAsMBo8k3vwTF b3aojvPR E rpDu459xze?ir 4-0-0 8-0-0 �— 4-0-0 4-M Scale=1:18.7 44= 3 5.00 12 3x4 4 3x4 2 1 5 d a 15 16 6 17 18 2x4 11 300 11 3x10 11 r 4-0-0 8-M 4-M 4-" Plate Offsets(X Y)- [1:0-3-7,0-0-141,[5:0-6-3,0-0-141 LOADING(psf) SPACING- 2-0-0C SI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.13 Vert(LL) -0.02 6-9 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.05 6-9 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.24 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:35 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 SP No.2 2-6-0,Right 2x4 SP No.2 2-6-0 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=842/0-6-0,5=957/0-6-0 Max Horz 1=-37(LC 23) Max Upliftl=-168(LC 8),5=-190(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-464/77,2-3=-985/219,3-4=-985/218,4-5=-484/81 BOT CHORD 1-15=-153/909,15-16=-153/909,6-16=-153/909,6-17=-153/909,17-18=-153/909, 5-18=-153/909 WEBS 3-6=-82/630 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=2ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `,�� 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will � P. fit between the bottom chord and any other members. -%% 0 , ,•' G E N S;•• `��i� 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)1=1681 5=190. N 68182 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)290 Ib down and 64 Ib up at 1-4-12, 290 Ib down and 64 Ib up at 3-4-12,and 290 Ib down and 64 Ib up at 5-4-12,and 290 Ib down and 64 Ib up at 7-4-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. -p Q 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). T O F i Q•' � LOAD CASE(S)Standard �� •. Q`.• �� 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 �j �1 •••��,�� Uniform Loads(plf) Vert:1-3=-60,3-5=-60,7-11=-20 ,111 A' ��� Concentrated Loads(lb) Vert:15=-290(F)16=-290(F)17=-290(F)18=-290(F) FL Cert. 6634 March 5,2015 A WARNING-Verly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1101-7473 rev.0211612015 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 parameters 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 MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/711`I1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss TypePlyT73b01R6eE76888700 E01 GABLE 1 ference kraal American Builders Supply, Sanford,Florida 7.530 5 Jul 112014 MiTek Industries,Inc.Thu Mar 05 11:01:13 2015 Page 1 ID:andSZUBD?bE8f3poTfTd7lziLrw-Z9yJNctOU?DpyjwddRbpbIX7N4Ak3ySYpehNze?iq 10-3-0 20-6-0 10-3-0 10-3-0 Scale=1:39.4 4x4= 8 9 10 5.00 12 7 11 6 12 5 13 4 14 1-4-0 3 � 15 � 2 16 171; 4x8 II 28 27 26 25 24 23 22 21 20 19 18 4x8 li 3x4= 3x4= 5x6= 20-8-0 20-8-0 Plate Offsets(X,Y)- [2:0-3-8,Edge],[2:0-3-13,Edge],[16:0-3-8,Edge],[16:0-313,Edge],[23:0-3-0,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.13 Vert(LL) 0.00 16 n/r 120 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.09 Vert(TL) 0.00 17 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 16 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:107 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 20-6-0. (lb)- Max Horz 2=-1 0 1(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)24,25,26,27,28,22,21,20,19,18 except 2=-105(LC 12), 16=-105(LC 12) Max Grav All reactions 250 Ib or less at joint(s)2,16,23,24,25,26,27,22,21,20,19 except 28=258(LC 21),18=258(LC 22) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;13=69ft;L=40ft;eave=2ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 , ` 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry %% av'N Gable End Details as applicable,or consult qualified building designer as per ANSUTPI 1. �` P, C 4)All plates are 2x4 MT20 unless otherwise indicated. �� '0 i E N8 ` •• `��i� 5)Gable requires continuous bottom chord bearing. �. F•'•, 6)Gable studs spaced at 1-4-0 oc. N 681 82 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. - 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)24,25,26,27,28,22, -0 21,20,19,18 except Ot=1b)2=105,16=105. p T F 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ;Q'.• (V; FL Cert. 6634 March 5,2015 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.0211612015 BEFORE USE. • Design valid for use only with Welkconnectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters 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 WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Cdterla,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 JobTruss Truss Type Oty Ply 730169 T688870t 730169 E02 Common 1 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 112014 MITek Industries,Inc. Thu Mar 0511:01:15 2015 Page 1 ID:andSZU8D?bE8f3poTfTd7lziLrw-VX34olu7g5Fx2Ftlk2UAtEh2ewLtweb9FvsllmFze?io 1 4 0 5-8-10 10-3-0 14-9.6 20-6.0 21-10.0 , 1100 5-8-10 4-6-6 4-6-6 5-8-10 1-4�-0 Scale=1:38.1 4x4= 4 5.00 12 2x4 16 17 2" 3 5 15 18 2 6 7 Io 8 4x4= 5x8= 4x4= 10-3-0 20-6.0 10-3-0 10-3-0 _ Plate Offsets(X,Y)- [2:0-2-14 Edge],[6:0-2-14,Edge],[8:0-4-0,0-3.0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.14 8-11 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.37 8-11 >663 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.20 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2010fTPl2007 (Matrix-S) Weight:89 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=900/0-6-0,6=900/0-6-0 Max Horz 2=-108(LC 10) Max Uplift2=-241(LC 12),6=-241(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-15=-1442/926,3-15=-1388/947,3-16=-1089/696,4-16=-1033/715,4-17=-1033/715, 5-17=-1089/696,5-18=-1388/947,6-18=-1442/926 BOT CHORD 2-8=-747/1333,6-8=-759/1333 WEBS 4-8=-227/527,5-8=-384/436,3-8=-384/436 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=2ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Corner(3)-1-4-0 to 2-7-10,Exterior(2)2-7-10 to 10-3-0,Corner(3)10-3-0 to %J111111111111� 14-2-10 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 `,�� Qv N V 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,� P.• .......,F� 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will ♦♦♦ fit between the bottom chord and any other members. ♦ V Fap •••, 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(]t=lb)2=241, N 68182 6=241. 6)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and%"gypsum *; sheetrock be applied directly to the bottom chord. O T F i��'s', ••NAI-E�,.`�` If fill, FL Cert. 6634 March 5,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.0211612015 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 parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Nit is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Mitek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Infomrallon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 730169 76888702 730169 E03 Common 6 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 5 Jul 112014 MiTek Industries,Inc.Thu Mar 05 11:01:16 2015 Page 1 ID:andSZU8D?bE8f3poTfTd7lztLrw-zkdSOevlbPNngPRVII?PQRDDgKCIN2508W 211¢e?in 5.8-10 10-3-0 14-9-6 20-6-0 21-10-0 5-8-10 4-6.6 4.6-0 5.8-10 1-4-0 Scale=1:35.9 4x4= 3 5.00 12 2x4 15 16 2x4 2 4 14 17 1 5 e I$ 7 4x4= 5x8= 4x4= 10-3-0 20-6-0 10-3-0 10-3-0 Plate Offsets(X,Y)- [1:0-2-14,Edel,[5:0-2-14 Edge],[7:0-4 ,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) -0.14 7-10 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.95 Vert(TL) -0.43 7-10 >578 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.22 Horz(TL) 0.05 5 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-S) Weight:87 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=1309/0-6-0,5=907/0-6-0 Max Horz 1=-1 08(LC 10) Max Uplift5=-240(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-14=-1968/499,2-14=-1413/519,2-15=-1113/369,3-15=-1053/388,3-16=-1053/376, 4-16=-1111/357,4-17=-1409/525,5-17=-1464/504 BOT CHORD 1-7=-370/2226,5-7=-400/1326 WEBS 3-7=-103/548,4-7=-385/267,2-7=-421/259 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=5ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-11-10,Interior(1)3-11-10 to 10-3-0,Exterior(2)10-3-0 to ``1111I I I11111,' 14-2-10 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ,%% I N 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,%% Q F 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will ♦♦♦ ,OP.• Ci E N,3 •C`���� fit between the bottom chord and any other members. ♦ •• V F•••• 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Ot=lb)5=240. N 68182 6)Load case(s)1,2,3,4,5,6,7,8,9,10,11,12,13,14,15,16,17,18,19,20,21,22,23,24 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. • 7)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and%"gypsum sheetrock be applied directly to the bottom chord. Q„ T F LOAD CASE(S)Standard �(/� 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 �� Uniform Loads(plf) �i� P��?♦♦ Vert:1-3=-00,3-6=-60,8-11=-20 �jss 1 • ♦♦ Concentrated Loads(lb) ��I� N A� Ito Vert:9=-49611 2)Dead+0.75 Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-50,3-0=-50,8-11=-20 FL Cert. 6634 March 5,2015 Continued on page 2 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.0211612015 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 parameters 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 MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Informa8on available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type oty Ply 730169 76888702 730169 E03 Common 6 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc. Thu Mar 05 11:01:16 2015 Page 2 I D:andSZUBD?bE8f3poTfTd7lziLrw-zkdSOevlbPNngPRVI I?PQRDDgKCI N25O8W21lize?in LOAD CASE(S) Standard Concentrated Loads(lb) Vert:9=466 3)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-20,3-6=-20,8-11=-40 Concentrated Loads(lb) Vert:9=436 4)Dead+0.6 C-C Wind(Pos.Internal)Case 1:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-14=48,3-14=30,3-16=48,5-16=30,5-6=23,8-11=-12 Horz:1-14=-60,3-14=42,3-16=60,5-16=42,5-6=35 Concentrated Loads(lb) Vert:9=-146 5)Dead+0.6 C-C Wind(Pos.Internal)Case 2:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-15=30,3-15=48,3-17=30,5-17=48,5-6=83,8-11=-12 Horz:1-15=42,3-15=-60,3-17=42,5-17=60,5-6=95 Concentrated Loads(lb) Vert:9=-146 6)Dead+0.6 C-C Wind(Neg.Internal)Case 1:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=41,3-5=-41,5-6=-33,8-11=-20 Horz:1-3=21,3-5=-21,5-6=-13 Concentrated Loads(lb) Vert:9=438 7)Dead+0.6 C-C Wind(Neg.Internal)Case 2:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=41,3-5=-41,5-6=-7,8-11=-20 Horz:1-3=21,3-5=-21,5-6=13 Concentrated Loads(lb) Vert:9=-438 8)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=13,3-5=18,5-6=10,8-11=-12 Horz:1-3=-25,3-5=30,5-6=22 Concentrated Loads(lb) Vert:9=-236 9)Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=18,3-5=13,5-6=35,8-11=-12 Horz:1-3=-30,3-5=25,5-6=47 Concentrated Loads(lb) Vert:9=-236 10)Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-28,3-5=-6,5-6=2,8-11=-20 Horz:1-3=8,3-5=14,5-6=22 Concentrated Loads(lb) Vert:9=-399 11)Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-6,3-5=-28,5-6=-20,8-11=-20 Horz:1-3=-14,3-5=-8,5-6=-0 Concentrated Loads(lb) Vert:9=-399 12)Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=29,3-5=29,5-6=51,8-11=-12 Horz:1-3=41,3-5=41,5-6=63 Concentrated Loads(lb) Vert:9=-203 13)Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=7,3-5=7,5-6=29,8-11=-12 Horz:1-3=-19,3-5=19,5-6=41 Concentrated Loads(lb) Vert:9=-270 14)Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-21,3-5=-21,5-6=-13,8-11=-20 Horz:1-3=1,3-5=-1,5-6=7 Concentrated Loads(lb) Vert:9=-399 15)Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Continued on page 3 A WARNING•Verify design parameters and READ NOTES ON TH/S AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.02116/2015 BEFORE USE. OFDesign 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 parameters 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 MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type ty Ply 730169 76888702 730169 E03 Common 6 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc. Thu Mar 05 11:01:16 2015 Page 3 I D:andSZU8D?bE8f3poTfTd7lziLrw-zkdSOevlbPNngPRVII?PQRDDgKCI N2508W 21l ize?in LOAD CASE(S)Standard Uniform Loads(plf) Vert:1-3=-21,3-5=-21,5-6=-13,8-11=-20 Horz:1-3=1,3-5=-1,5-6=7 Concentrated Loads(lb) Vert:9=-399 16)Dead:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Uniform Loads(plf) Vert:1-3=-20,3-6=-20,8-11=-20 Concentrated Loads(lb) Vert:9=-375 17)Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-56,3-5=-39,5-6=-33,8-11=-20 Horz:1-3=6,3-5=11,5-6=17 Concentrated Loads(lb) Vert:9=-484 18)Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-39,3-5=-56,5-6=-50,8-11=-20 Horz:1-3=-11,3-5=-6,5-6=-O Concentrated Loads(lb) Vert:9=-484 19)Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-51,3-5=-51,5-6=-45,8-11=-20 Horz:1-3=1,3-5=-1,5-6=5 Concentrated Loads(lb) Vert:9=-483 20)Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-51,3-5=-51,5-6=-45,8-11=-20 Horz:1-3=1,3-5=-1,5-6=5 Concentrated Loads(lb) Vert:9=-483 21)1st Dead+Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-60,3-6=-20,8-11=-20 Concentrated Loads(lb) Vert:9=-496 22)2nd Dead+Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-20,3-6=-60,8-11=-20 Concentrated Loads(lb) Vert:9=496 23)3rd Dead+0.75 Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-50,3-6=-20,8-11=-20 Concentrated Loads(lb) Vert:9=466 24)4th Dead+0.75 Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-20,3-6=-50,8-11=-20 Concentrated Loads(lb) Vert:9=466 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE OP7473 rev.02/16/2015 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 parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Mil is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the M�Tek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 t fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Cdteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety InformaBon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job TrussTruss Type tyFly 730169 T6888703 730169 E04 Common 4 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 112014 MTek Industries,Inc. Thu Mar 0511:01:17 2015 Page 1 I D:andSZU8D?bE8f3poTfTd7lziLrw-RwBgD_wOMUeIZOhsT W eyfm POkZK6VcYN9rtsg8ze?im 54.10 10-3-0 14-M 20-6-0 21-10-0 5-8-10 4 6 6 4-" 5.8-10 1 4-0 Scale=1:35.9 4x4= 3 5.00 12 2x4 15 18 2x4 2 4 14 17 1 5 6 Io 7 4x4= 5x6= 4x4= 10-3-0 20.6-0 10.3-0 10-3-0 Plate Offsets(X,Y)- [1:0-2-14,Edgel,[5:0-2-14,Edgel,[7:0-4 ,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.23 Vert(LL) -0.14 7-10 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.38 7-10 >652 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.21 Horz(TL) 0.05 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) Weight:87 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=819/0-6-0,5=901/0-6-0 Max Horz 1=-108(LC 10) Max Uplift1=-173(LC 12),5=-242(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-14=-1449/520,2-14=-1373/531,2-15=-1093/374,3-15=-1036/394,3-16=-1036/381, 4-16=-1093/362,4-17=-1391/530,5-17=-1445/510 BOT CHORD 1-7=-383/1415,5-7=-405/1332 WEBS 3-7=-109/530,4-7=-384/267,2-7=-389/269 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=5ft;Cat.ll; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-11-10,Interior(1)3-11-10 to 10-3-0,Exterior(2)10-3-0 to ``II111111i��7� 14-2-10 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 `%%% QV IN 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. F eO' 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will �� �P' G E N S•C4�' J-�i fit between the bottom chord and any other members. •• �. F •• 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)1=173, N 68182 i 5=242. * ;• •: 6)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and%"gypsum sheetrock be applied directly to the bottom chord. O:• T F �•� �• 8111111% " FL Cert. 6634 March 5,2015 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1.7473 rev.0211612015 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 parameters 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 MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Bullding Component 6904 Parke East Blvd. $afely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job TrussTruss Type [OWTP]y 730169 �768887041 Structural Gable 51 730169 EJ2G JackApen Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 112014 MiTek Industries,Inc. Thu Mar 05 11:01:17 2015 Page 1 I D:andSZU8D?bE8f3poTfTd7lziLrw-RwBgD_wOMYeIZOhsTWeyfmLikjX6YpYN9nsg8ze?im it -14-0 2-0-0 1-4-0 2-M 3.00 F12 Scale=1:17.5 3 3x4 11 2 1 a_ o N 0-$12 6 5 4 3x6 11 2-M r 2-M Plate Offsets(X,Y)— [5:0-3-1,0-0112] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.00 4-5 >999 180 BCLL 0.0 . I Rep Stress Incr YES WB 0.00 Horz(TL) -0.04 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:11 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-M oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. F Tek recommends that Stabilizers and required cross bracing installed during truss erection,in accordance with Stabilizer tallation guide. REACTIONS. (Ib/size) 4=12/Mechanical,5=208/0-6-0,3=19/Mechanical Max Horz5=112(LC 12) Max Uplift4=-34(LC 12),5=-102(LC 8),3=-37(LC 12) Max Grav4=43(LC 10),5=208(LC 1),3=32(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-5=-180/360 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=2ft;Cat.ll; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Corner(3)zone;end vertical left exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry `,111111111/��� Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. `,�I 0.0 fa N V 3)Gable studs spaced at 2-M oc. `� J .: ... . S F� 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `�� ,�,• �Ci E N '•••�[���i 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 anyother members. 6)Refer to girder(s)for truss to truss connections. N 68182 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,3 except Qt=lb) *; 5=102. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. -0; ; Z ��.. T F '��'�SS •N Al.��.�`% x,1111111 FL Cert. 6634 March 5,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M8.7073 rev.0211612015 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 parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Nil' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSIfrPll Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sally Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 JobTruss Truss TypeQty ty 730169 76888705 730169 EJ3B Jack-Open 6 1 Job Reference(optional) American Builders Supply, Sanford,Florida - 7.530 s Jul 112014 MiTek Industries,Inc. Thu Mar 05 11:01:18 2015 Page 1 ID:andSZU8D?bE8f3poTfTd7lziLrw-v61CRKxO7OdVvjbtPA1 tVsJYd85Ar?3hcpXPMaze?il -1-4-03-0-0 1-0-0 3-0-0 Scale=1:13.5 3 7 5.00 F,2 2 1 2. 4 6 5 3x8 11 3-0-0 3-M Plate Offsets(X,Y)— [5:04-8,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.01 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a nla BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:12 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-M oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 5=232/0-6-0,3=60/Mechanical,4=23/Mechanical Max Horz5=108(LC 12) Max Uplift5=-94(LC 12),3=-37(LC 12) Max Gravy=232(LC 1),3=61(LC 17),4=49(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-5=-196/390 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=3ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Corner(3)-1-4-0 to 2-7-10,Exterior(2)2-7-10 to 2-11-4 zone;end vertical left exposed;porch right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,,��1 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 `,�% Qv N V fit between the bottom chord and any other members. ,� p. ,.. F/ 4)Refer to girder(s)for truss to truss connections. `�� ,0,• �,E N S •.���i� 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5,3. .' �. F •• 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. N 6818 2 p T F elf, If FL Cert. 6634 March 5,2015 0 WARNING-VMfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,01-7473 rev.0211612015 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 parameters 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 MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI frPl l Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informa8on available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type oty Ply 730169 76888706 730169 EJ5H Jack-Open 2 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc. Thu Mar 05 11:01:18 2015 Page 1 ID:andSZU8D?bE8f3poTf rd7lziLrw-v6ICRKxO70dVvjbtPA1 tVsJaJ84ry?3hcpXPMaze?il -1.4-05-0-0 1-4-0 5-0-0 Scale=1:12.7 3 3.00 12 11 a a N 2 10 1 4 3x4= 0-6-4 5-0-0 0-6-4 4-5-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) 0.02 4-9 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.03 4-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010rTP12007 (Matrix-S) Weight:17 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. _ REACTIONS. (Ib/size) 3=105/Mechanical,4=45/Mechanical,2=325/0-3-8 Max Horz2=72(LC 8) Max Uplift3=-48(LC 8),2=-121(LC 8) Max Grav 3=105(LC 1),4=73(LC 3),2=325(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-8=-428/171 BOT CHORD 2-9=-138/414 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;8=69ft;L=40ft;eave=5ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-0 to 2-7-10,Interior(1)2-7-10 to 4-11-4 zone;cantilever left exposed;porch right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will `,`,1111111//111,' fit between the bottom chord and any other members. ` N , 4)Refer to girder(s)for truss to truss connections. %%� P.Qv• V F� '�j 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3 except Qt=1b) �� ,�•.• G E N S;••,���i� 2=121. •• V F •' 6)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and V gypsum N 68182 0 sheetrock be applied directly to the bottom chord. �••• T F FL Cert. 6634 March 5,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.0211612015 BEFORE USE. ,I Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. ' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. i Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 730169 T6888707i 730169 EV Jack-Open 20 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc. Thu Mar 05 11:01:19 2015 Page 1 I D:andSZUBD?bE8f3poTfTd7lziLrw-OIJbegxeuKIMXtA4ztY614riCXMEaSlrgTGyv 1 ze?ik -1-4-0 7-0-0 1 4-0 7-M Scale=1:19.3 3 In 0 1 5.00 12 o c? 9 0 (V 8 2 1 4 3x4= 7-M 7-M Plate Offsets(X Y)— [2:0-0-14,0-0-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.05 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.16 4-7 >526 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) Weight:24 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=159/Mechanical,2=415/0-6-0,4=61/Mechanical Max Horz2=153(LC 12) Max Uplift3=-90(LC 12),2=-120(LC 12) Max Grav3=159(LC 1),2=415(LC 1),4=105(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-8=-957/675 BOT CHORD 2-4=-1032/1242 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=7ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-0 to 2-7-10,Interior(1)2-7-10 to 6-11-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��1 11fill, 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-M wide will `%%% Qv IN fit between the bottom chord and any other members. ,,�OP. •,.. �C��� 4)Refer to girder(s)for truss to truss connections. ♦ , ,•' G E N s*•.• 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3 except(jt=1b) : .' �. F 2=120. N 68182 6)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and V gypsum sheetrock be applied directly to the bottom chord. �•� T F ;•� 10�If 'filial loo 0 FL Cert. 6634 March 5,2015 A WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev.02/f 6/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MR, is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type aty Ply 730169 T6888708 730169 EJ7A Jack-Open 4 1 Job Reference o tional American Builders Supply, Sanford,Florida 7.530 s Jul 1112014 MiTek Industries,Inc. Thu Mar 05 11:01:19 2015 Page 1 I D:andSZU8D?bE8f3poTfTd7lziLrw-OIJbegxeuKIMXtA4ztY614rhTXLgaSlrgTGyvl ze?ik 6-10-8 6-10-8 Scale=1:19.2 2 5.00 12 8 o T 0 c%r N 7 1 3 3x4= 6-10-8 6-10-8 Plate Offsets(X Y}- [1:0-0-10,0-0-21 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) 0.07 3-6 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.19 3-6 >440 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight:21 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=310/Mechanical,2=167/Mechanical,3=68/Mechanical Max Horz 1=116(LC 12) Max Upliftl=-44(LC 12),2=-94(LC 12) Max Grav 1=310(LC 1),2=167(LC 1),3=110(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-7=-1128/820 BOT CHORD 1-3=-1326/1515 NOTES- 1)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=7ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-11-10,Interior(1)3-11-10 to 6-9-12 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11111111/► 1 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-M wide will ��� U N V fit between the bottom chord and any other members. ,,%%% OP.••••... F�� 4)Refer to girder(s)for truss to truss connections. ♦ (',E N 5)Refer to girder(s)for truss to truss connections. �� ,•'•�.� `S�••? �� 6 Provide mechanical connection b others of truss to bearing late capable of withstanding 100 Ib uplift at'oint s 1,2. ( Y ) 9 P P 9 P 1 O N 68182 7)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and%"gypsum sheetrock be applied directly to the bottom chord. • T F '•�/ FL Cert. 6634 March 5,2015 WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.0211612015 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 parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Nil' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 730169 T6888709 730169 FG01 FLOOR 1 3 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Mar 05 11:01:20 2015 Page 1 I D:andSZU8D?bE8f3poTfTd7lziLrw-sVtzrOyGfdtD901GXb3LaHOplxdnJig-370W RTze?ij 3-1-1 + 5-10-11 8-8-0 10-11-12 13-9-13 16-7-15 19-6-0 21-3-12 23-5-0 3-1-1 2-9-9 2-9-9 2-3-8 2-10-1 2-10-1 2-10-1 1-9-12 2-1-0 Scale=1:40.3 This truss is NOT symmetric. Proper orientation is essential. 2-0-0 12x14= 2x4 II 4x4= 5x8= 2x4 II 3x10= 3x12— 1 2 3 4 5 6 7 8 9 10 20 19 18 17 16 15 14 13 12 11 10x10= 10x10= 6x6= 3x6 II 12x14 II 3x6 II 5x10= 400= 4x6 II 0-0.12 3-1-1 5-10-11 8-8-4 _ 10-11-12 13-9-13 16-7-15 19-6-0 21-3-12 23-5-0 0-0-12 3-0-5 1 2-9-9 2-9-9 2-3-8 2-10-1 2-10-1 2-10-1 1-9-12 2-1-0 Plate Offsets(X Y)-- [7:0-4-0,0-3-0] [9:0-3-8,0-1-81,111:Edge 0-3-8],[12:0-3-8,0-2-0] [15:0-6-12,0-6-0],[20:Edge 0-2-121 LOADING(psf) SPACING- 1-6-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.67 Vert(LL) -0.57 15-16 >484 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.99 15-16 >279 240 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.05 11 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:422 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-14 oc purlins, except BOT CHORD 2x8 SP 240OF 2.0E end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 9-13,10-12:2x4 SP No.2 6-0-0 oc bracing:19-20. REACTIONS. (Ib/size) 11=5334/0-",20=1808/0-6-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-4610/0,2-3=-8450/0,3-4=-12869/0,4-5=-12869/0,5-6=-14756/0,6-7=-14756/0, 7-8=-15495/0,8-9=-15473/0,9-10=-9346/0,10-11=-4138/0 BOT CHORD 18-19=0/4610,17-18=0/8648,16-17=0/12869,15-16=0/12869,14-15=0/18463, 13-14=0/18463,12-13=0/9346,11-12=0/718 WEBS 1-19=0/4852,2-19=-1436/0,2-18=0/4023,3-18=-1570/0,3-17=0/4556,4-17=-262/0, 5-16=-841/0,5-15=0/2406,7-15=-4048/0,7-14=0/1644,9-13=0/7043,9-12=-3436/0, 10-12=0/9451,7-13=-3083/0,1-20=-1510/0 NOTES- 1)All concentrated loads must be equally distributed to each ply of the truss. 2)3-ply truss to be connected together with 1 Od(0.131'x3")nails as follows: `` 111111/1111 Top chords connected as follows:2x4-1 row at 0-7-0 oc. �� IN Bottom chords connected as follows:2x8-4 rows staggered at 0-4-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. ��� 0P'•CEN• �F ��� 3)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply :� ,,•'�\ S4' connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 4)Unbalanced floor live loads have been considered for this design. N 68182 5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. * :• 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. = cr 7)Hangers)or other connection device(s)shall be provided sufficient to support concentrated load(s)5065 Ib down at 19-6-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. ip T F LOAD CASE(S) StandardN �i� \�•• 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �j�Ssi ••'f� �% UniformLoads(plf) Vert:1-10=-75,11-20=-15 Concentrated Loads(lb) Vert:13=-5065(F) FL Cert. 663:4��::] March 5,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED II REFERANCE PAGE M11.7473 rev.02/1612015 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 parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 730169 4 768887101 730169 FG02 FLOOR 1 3 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc. Thu Mar 05 11:01:21 2015 Page 1 I D:a ndSZU8D?bE8f3poTfTd 7lzi Lrw-KhR L3 MzuPx?4 mAKS51 ba7VwwaLvF29y71 nl3zvze?ii 8-2-8 2-6-7 4-11-1 7-SB 7-14 10-7-3 12-11-13 1rr&0 2-6-7 2-4-11 2-6-7 2-4-11 2-4-11 2-&3 0-48 Scale=1:27.7 This truss is NOT symmetric. Proper orientation is essential. 1 5x6= 3x12= 4x12- 1 x 16 2 12 x 3 x 4 17 5 6 7 18 14 19 13 20 12 11 21 10 3x12= 22 9 4x12= 23 4x4 I I 4x12= 3x12= 7x6= 5x6= 5x8 MT20HS I I 15-6-8 2-6-7 4-11-1 7-5.8 8-2-8 10.713 12-11-13 15-8-0 2-6-7 2-0-11 2-6-7 0-9-0 2.41 2.4-11 2-8-3 Plate Offsets(X,Y)- [2:0-3-8,0-1-8] [6:0-3-8,0-1-8],[8:Edge,0-3-8],[9:0-3-8,0-2-0],[10:0-3-8,0-1-8],[13:0-3.8,0-1-8],[14:0-3-8,0-2-0] LOADING(psf) SPACING- 0-8-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.90 Vert(LL) -0.29 11 >634 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.90 Vert(TL) -0.76 11 >242 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:259 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 2-7-9 oc purlins, except BOT CHORD 2x6 SP 240OF 2.0E end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. 1-14,2-13,6-10,7-9:2x4 SP M 30 REACTIONS. (Ib/size) 15=6144/0-6-0,8=6942/0-6-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-15=-5522/0,1-16=-12425/0,2-16=-12425/0,2-3=-21881/0,3-4=-27010/0, 4-17=-27847/0,5-17=-27847/0,5-6=-24353/0,6-7=-14470/0,7-8=-5684/0 BOT CHORD 15-18=0/827,14-18=0/827,14-19=0/12425,13-19=0/12425,13-20=0/21881, 12-20=0/21881,11-12=0/27780,11-21=0/24353,10-21=0/24353,10-22=0/14470, 9-22=0/14470,9-23=0/851,8-23=0/851 WEBS 1-14=0/12524,2-14=-4870/0,2-13=0/10173,3-13=-2917/0,3-12=0/5440,4-12=-2198/0, 4-11=0/1389,5-11=0/3715,5-10=-1402/0,6-10=0/10634,6-9=-3767/0,7-9=0/14653 NOTES- 1)3-ply truss to be connected together with 10d(0.131'x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-4-0 oc. lI 11 II 1� Bottom chords connected as follows:2x6-2 rows staggered at 0-4-0 oc. ``,`��� ���N VF�, Webs connected as follows:2x4-1 row at 0-9-0 oc. %� C. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply ♦♦�,0•�•�Ci E N S �`�i� connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. ,• �C`••,• 3)All plates are MT20 plates unless otherwise indicated. i 4)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ft N068182 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to * :• be attached to walls at their outer ends or restrained by other means. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)378 Ib down at 2-0-12,219 Ib down at 4-0-12,219 Ib down at 6-0-12,1798 Ib down at 8-2-8,620 Ib down at 8-2-12,1006 Ib down at 10-2-12,675 Ib down at 10-2-12, 1006 Ib down at 12-2-12,675 Ib down at 12-2-12,and 1006 Ib down at 14-2-12,and 675 Ib down at 14-2-12 on bottom chord. TheO:• T F 44/� Z design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S)Standard ,lJf ss P`�\��♦ 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �� •• A` %�\%%� Uniform Loads(plf) 111111110 Vert:1-16=-161,4-16=-361,4-17=-161,7-17=-33,8-15=-7 I FL Cert. 6634 March 5,2015 Continued on page 2 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev.02116/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters 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 MiTek- erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 730169 T6888710 730169 FG02 FLOOR 1 3 Job Reference(optional) i American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc. Thu Mar 05 11:01:21 2015 Page 2 I D:andSZU8D?bE8f3poTfTd7lziLrw-KhRL3MzuPx?4mAKS51 ba7VwwaLvF29y71 nl3zvze?ii LOAD CASE(S)Standard Concentrated Loads(Ib) Vert:4=-957 11=-2418(F=-1798,B=-620)16=-859 18=-378(F)19=-219(F)20=-219(F)21=-1680(F=-675,B=-1006)22=-1680(F=-675,B=-1006)23=-1680(F=-675, B=-1006) WARNING-verHy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.0211612015 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 parameters 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 MiTek'erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1PI1 Quality Cdteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Typety Ply 730169 T68687111 730169 FG03 FLOOR 1 _ Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc. Thu Mar 05 11:01:22 2015 Page 1 ID:andSZU8D?bE8f3poTfTd7lziLrw-otJGh_WAF7xOKvfe06pfiT7CIGBnb8H W RVdVMze?ih I 2-513 4-9-15 7-2-0 9-6-1 11-10-3 14-4-0 2-513 2-4-1 2-4-1 2-4-1 2-4-1 2-5-13 Scale=1:26.2 2x4 II 3x4= 3x12= 012= 1 4x12= 2 3x12= 3 3x4= 4 5 6 7 Li 15 13 16 12 17 11 18 10 7x6= 19 20 9 21 22 8 5x8 MT20HS I I 7x10= 7x6= 3x10= 7x10= 5x8 MT20HS 11 2-513 4-9-15 7-2-0 9-6-1 11-10-3 14.4-0 2-513 2 4-1 2.4-1 2�-1 2-4-1 2-513 Plate Offsets(X Y)- [2:0-3-8,0-1-81,[6:0-3-8,0-1-81,[8:Edae 0-3-8] [9:0-3-8,101-4-01,[10:0-2-0,0-4-01,[12:0-2-0,0-4-01,[13:0-3-8,0-4-01 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.78 Vert(LL) -0.33 11 >516 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.57 11 >298 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:159 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 2-11-6 oc purlins, except BOT CHORD 2x6 SP 240OF 2.0E end verticals. WEBS 2x4 SP M 30*Except* BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. 1-14,7-8:2x4 SP No.2,2-13,3-12,4-11,5-10,6-9:2x4 SP No.3 REACTIONS. (Ib/size) 14=4826/0-4-0,8=5059/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-14=-3671/0,1-2=-9109/0,2-3=-14887/0,3-4=-16755/0,4-5=-16755/0,5-6=-16029/0, 6-7=-10386/0,7-8=-4191/0 BOT CHORD 14-15=0/569,13-15=0/569,13-16=0/9109,12-16=0/9109,12-17=0/14887,11-17=0/14887, 11-18=0/16029,10-18=0/16029,10-19=0/10386,19-20=0/10386,9-20=0/10386, 9-21=0/637,21-22=0/637,8-22=0/637 WEBS 1-13=0/9214,2-13=-2306/0,2-12=0/6234,3-12=-916/0,3-11=0/2016,5-11=0/784, 5-10=-053/0,6-10=0/6088,6-9=-2211/0,7-9=0/10518 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-4-0 oc. 11111► Bottom chords connected as follows:2x6-2 rows staggered at 0-7-0 oc. N Webs connected as follows:2x4-1 row at 0-9-0 oc. ��� Qv• VF 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply ♦♦� QP,.•GEN L` connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. ♦♦ ,,••�,� `s�`••? �� 3)All plates are MT20 plates unless otherwise indicated. i 4)Refer to girder(s)for truss to truss connections. 4 N 68182 5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1134 Ib down at 0-9-12,1134 Ib down at 2-9-12,1134 Ib down at 4-9-12,1134 Ib down at 6-9-12,1134 Ib down at 8-9-12,719 Ib down at 10-5-12,1134 Ib down at O:• T F 44J Z i ♦ 10-9-12,and 388 Ib down at 12-5-12,and 1134 Ib down at 12-9-12 on bottom chord. The design/selection of such connection , ,C device(s)is the responsibility of others.LOA 1) Dad A ( )Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 tandard ,,�5 I111 AI De +Floor ,`, Uniform Loads(plf) Vert:1-7=-50,8-14=-10 Concentrated Loads(lb) FL Cert. 6634 Vert:12=-1134(6)15=-1134(B)16=-1134(B)17=-1134(6)18=-1134(6)19=-719(F)20=-1134(8)21=-388(F)22=-1134(6) March 5,2015 A WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.0211612015 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 parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Nil' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek'erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1Y' 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPll Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 JobTruss Truss Type Qty ply 730169 76888712 730169 FG04 FLOOR 1 2 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 5 Jul 112014 MiTek Industries.Inc. Thu Mar 05 11:01:22 2015 Page 1 ID:andSZU8D?bE8f3poTfTd7lziLrwotJGh_WAF7xOKvfeO6pfiT7DIFZncRHW RVdVMze?ih 2-11-14 4-7-12 4 10 5 10-0 6 7-12 10 88-2 11-8-0 2-11-14 1-7-14 2-4 1 1 0-9-12 2 1-10-2 2-11-14 Scale=1:19.9 2x4 11 11-7-0 2x4 II 3x8= 3x10= 2 3 4 5 6 11 10 9 3x8 8 4x10= 7 4x10= 3x8= 2x4 11 4-7-0 2-M 3x4= 12 2-11-14 4-7-12 4 10 5-10.0 6-7-12 10 8 8 2 11 8-0 12 2-11-2 1-7-14 -2 1-0-0 0-9-12 2 1-10.2 2-11-14 Plate Offsets(X Y)- [2:0-3-8 0-1-81 [5:0-3-8 0-1-8] [7•Edae 0-1-8] [8:0-3-8 0-2-01 [9:0-3-8 0-1-8] [10:0-3-8 0-1-81,[11:0-3-8,0-2-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.78 Vert(LL) -0.08 9 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.96 Vert(TL) -0.32 9-10 >418 240 BCLL 0.0 Rep Stress Incr NO WB 0.87 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-S) Weight:107 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3*Except* 1-11,2-10,5-9,6-8:2x4 SP No.2 REACTIONS. (Ib/size) 7=3303/Mechanical,12=3303/0-6-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-5569/0,2-3=-8601/0,3-4=-8601/0,4-5=-8601/0,5-6=-6000/0,6-7=-3143/0 BOT CHORD 10-11=0/5569,9-10=0/8601,8-9=0/6000,7-8=0/418 WEBS 1-11=0/6179,2-11=-2729/0,2-10=0/3540,5-9=0/3057,5-8=-2481/0,6-8=0/6091, 3-10=-1306/0,4-9=-1208/0,1-12=-3216/0 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply `,,� connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. ``%%CLU I N V 3)Unbalanced floor live loads have been considered for this design. %% PC • �� 4)Refer to girder(s)for truss to truss connections. ,��,� 5)Load case(s)1,2,3,4,5,6 has/have been modified.Building designer must review loads to verify that they are correct for the intended : ,• �`'•,• �� use of this truss. 6)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and'/z"gypsum N 68182 sheetrock be applied directly to the bottom chord. * •• 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S)Standard 0 T O F 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) �� 1�.•'\� �� Vert:1-6=-564,7-12=-20 2) form umber Incr ase=1.00,Plate Increase=1.00 ,"' oads (plf Vert:1-6=-564,7-12=-20 3)1st chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) FL Cert. 6634 Vert:1-4=-564,4-6=-380,7-12=-20 March 5,2015 Continued on page 2 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev.02H612015 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 parameters 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 Mitek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety intormoo on available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Typety Ply 730169 T6888712 730169 FG04 FLOOR 1 2 j Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc. Thu Mar 05 11:01:22 2015 Page 2 ID:andSZU8D?bE8f3poTfTd7lziLrw-otJGh_WAF7xOKvfe06pfiT7DIFZncRH W RVdVMze?ih LOAD CASE(S)Standard 4)2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=-380,3-6=-564,7-12=-20 5)3rd chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-4=-564,4-6=-380,7-12=-20 6)4th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=-380,3-6=-564,7-12=-20 Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7173 rev.011612015 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 parameters 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 MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type cityply 730169 �f T6888713 730169 FG05 FLOOR 1 2 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc. Thu Mar 05 11:01:23 2015 Page 1 ID:andSZU8D?bE8f3poTfTd7lziLrw-G4Y5U 1?8xYFo000rgd2CwOJg9e7W4GQ15EA2oze?ig 2-8-10 5.4-85- 7-4-8 10-10-0 2-8-10 2-7-14 0 8 1-11 8 3-5.8 Scale=1:18.5 i 10-9-4 3x6= 2.4 II 2x4 II 3x10= 1 3x6 11 2 3 4 5 8 7 4x8= 5-3-12 3x4= 2-0-0 4x4= 3x4 11 5.4.85- 7.4-8 10-10-0 513-8 0 -8 1-11_8 3-5-8 Plate Offsets(X Y)-- [7:0-3-8,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud j PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.72 Vert(LL) -0.08 8-9 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.75 Vert(TL) -0.26 8-9 >490 240 BCLL 0.0 Rep Stress Incr NO WB 0.77 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2010/TPl2007 (Matrix-S) Weight:96 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3`Except` 5-7:2x4 SP No.2 REACTIONS. (Ib/size) 9=2389/0-6-0,6=2389/0-4-0 Max Grav9=2389(LC 1),6=2389(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-9=-538/0,1-2=-344/0,2-3=-5561/0,3-4=-5561/0,4-5=-5561/0,5-6=-2342/0 BOT CHORD 8-9=0/4486,7-8=0/5561,6-7=0/408 WEBS 5-7=0/5461,3-8=-635/0,4-7=-1481/0,2-9=-4488/0,2-8=0/1489 NOTES- 1)2-ply truss to be connected together with 1 Od(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply ��111111111/111��� connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. ` N 3)Unbalanced floor live loads have been considered for this design. `,`� 4)Load case(s)1,2,3,4,5,6 has/have been modified.Building designer must review loads to verify that they are correct for the intended `,� o••.\C E Ns.• ��i� use of this truss. 4 ,• ••.• 5)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and YV gypsum 0 sheetrock be applied directly to the bottom chord. N 68182 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to * :• be attached to walls at their outer ends or restrained by other means. LOAD CASE(S)Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 O:• T F :�41J; Uniform Loads(plf) Vert:1-5=-436,6-9=-20 �i \ P'••���� 2 Dead:Lumber Increase=1.00,Plate Increase=1.00 �� tS•• •• % Uniform Loads(plf) '���tS ••• AL�\`�� Vert:1-5=-436,6-9=-20 111111111111 3)1 st chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14=436,4-5=-252,6-9=-20 FL Cert. 6634 March 5,2015 Continued on page 2 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.0211612015 BEFORE USE. N Design valid for use only with MRek connectors.This design is based only upon parameters shown,and is for an individual building component. i Applicability of design parameters 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 responsibillify of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/7Pll Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 730169 T6888713 730169 FG05 FLOOR 1 I 2 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Mar 05 11:01:23 2015 Page 2 ID:andSZU8D?bE8f3poTf rd7lziLrw-G4Y5U1?8xYFo000rCjd2CwOJg9e7W4GQ15EA2oze?ig LOAD CASE(S)Standard 4)2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pIf) Vert:1-3=-252,3-5=-436,6-9=-20 5)3rd chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pIf) Vert:1-4=-436,4-5=-252,6-9=-20 6)4th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=-252,3-5=-436,6-9=-20 A WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.02116(2015 BEFORE USE. • Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters 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 MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 L Job Truss Truss Typeply 730169 76888714 730169 FG06 Flat Girder 1 Qty 2 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 112014 MTek Industries.Inc. Thu Mar 05 11:01:23 2015 Page 1 ID:andSZU8D?bE8f3poTfTd7lziLrw-G4Y5U 1?8xYFoOU Urgd2CwOT99pZ W G I Q15EA2oze?ig 2-M 2-M 1 3x4= Scale=1:9.7 2 g 3 q c4 0 -2 0 -2 H 11 6 3x4= 8 7 5 2x4 11 2-0-0 2-0-0 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.12 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:21 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-M cc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M cc bracing. REACTIONS. (Ib/size) 7=544/0-6-0,6=340/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-7=-524/211,3-6=-320/54 NOTES- 1)2-ply truss to be connected together with 1 Od(0.131'x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 cc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 cc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=5ft;Cat.ll; Exp C;Encl.,GCpi=0.18;MWFRS(directional)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 4)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry ,,1111111111 Gable End Details as applicable,or consult qualified building designer as per ANSlfTPI 1. II�� 5)Provide adequate drainage to prevent water ponding. OP'Q ;,,-1 6)Gable studs spaced at 2-0-0 oc. �� , ,•'�G E N S•• � 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,• �, 46, 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. * •:• N 68182 9)Refer to girder(s)for truss to truss connections. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)242 Ib down and 187 Ib up at 1-4-0,and 242 Ib down and 187 Ib up at 0-M on top chord. The design/selection of such connection device(s)is the responsibility of T F :•44/ others. ,0 . LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 4�j�C)S ••'`�� Uniform Loads(plf) VIII •• A`; % Vert:1-2=-148,2-3=-188,3-4=-148,5-8=-20 11 11 111111 Concentrated Loads(lb) Vert:1=-242 9=-242 FL Cert. 6634 March 5,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.0211611015 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 parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Nil' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DS8-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 730169 T6688715 730169 FT01 Floor 3 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc. Thu Mar 0511:01:24 2015 Page 1 ID:andSZU8D?bE8f3poTfrd7lziLrw-kG6UhN?nisNfde31 mR8Hk7YWvY_eFd_a_-jaEze?if r 2.641 2-1-12 2-M 1$$ 0T1� Scale=1:19.6 2x4 I I 30 11 3x6= 2x4 11 2x4 11 3x6= 2x4= 1 2 3 4 5 6 1 Y 10 9 8 3x6= 3x4= 3x6= 3x6= 4-10-12 S 0 4 6-0� 7-0� 7-1-72 11-7-4 4-10-12 0-1$ 1-0-0 1-0-0 0-18 4-5-8 _ Plate Offsets(X Y)- [1:Edge0-1-81 [3.0-1-8 Edge] [4:0-1-8,0-MI,[6.0-1-8 Edge] [8.0-1-8 Edge] [9:0-1-8 Edge] [11:0-1-8 0-1-0] LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.13 9-10 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.30 9-10 >450 240 BCLL 0.0 i Rep Stress Incr YES WB 0.36 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code FBC2010(TPl2007 (Matrix) Weight:58 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (Ib/size) 10=681/Mechanical,7=675/0-5-4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1567/0,3-4=-1585/0,4-5=-1566/0 BOT CHORD 9-10=0/1173,8-9=0/1585,7-8=0/1169 WEBS 4-8=-256/0,2-10=-1288/0,2-9=0/576,5-7=-1278/0,5-8=0/609 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. ,`,`/1111111►/////I %, 40 1 N VF `�����4P:• E NSF N 68182 �•� T OF '•� O•, . � .,�,,5' '•• AL %% ►►►IIIn11 FL Cert. 6634 March 5,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev.0211 N20f 5 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 parameters 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 MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 8904 Parke Easy Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 �11�1111_ Truss Type y F73016976888716 FT02 Floor 1 1 Referenceo tional American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc. Thu Mar 05 11:0124 2015 Page 1 ID:andSZU8D?bE8f3poTfTd7lziLrw-kG6UhN?nisNfde31 mR8Hk7YTvYygFde4p_IJaEze?if 2-6.0 2-7-12 r 2-M 1 1-8.8 0 Scale=1:20.5 2x4 3x4 11 3x8= 2x4 11 2x4 11 3x6= 2x4= 1 2 3 4 5 6 11 Y 9 8 3x6= 3x6= 3x4= 3x6= 54-128 6 4 7 6� 54-127-7-12 12-1.4 5.4-12 0-1 8 I 1-0-0 0-1$ 4-5-8 Plate Offsets(X Y)- 11•Edge 0 1-8] [3.0 1-8Edge] [4:0-1-8,0-"],[6.0-1-8 Edge] [8.0-1-8Edge] [9'0-1-8 Edge] [11.0-1-8,0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.83 Vert(LL) -0.18 9-10 >785 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.45 9-10 >317 240 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:61 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (Ib/size) 10=711/0-8-0,7=705/0-5-4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1710/0,3-4=-1730/0,4-5=-1707/0 BOT CHORD 9-10=0/1248,8-9=0/1730,7-8=0/1236 WEBS 4-8=-298/0,2-10=-1368/0,2-9=0/627,5-7=-1352/0,5-8=0/696 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. Q0'" VF N 68182 Z�•• T OF '•� � 1111111/1�,` FL Cert. 6634 March 5,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02(16(2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters 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 MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 1 Job TrussTruss Type Qty Ply 730169 26888717 730169 FT03 Floor 2 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc. Thu Mar 05 11:01:25 2015 Page 1 ID:andSZU8D?bE8f3poTfTd7lziLrw-CSgsvjOPTAV W FodDK8f W HL5efylv_4tjDPjH6gze?ie 2$-0 2-7-12 2-0-0 1 8 8 0�, Scale=1:20.5 2x4 11 3x4 11 3x8= 2x4 11 2x4 11 3x6= 2x4= 1 2 3 4 5 6 11 4 9 8 3x6= 3x6= 3x4= 3x6= 5.4-12 5r64B�4 7-" 7-7-d2 12-1-4 _ 5.4-12 0-1.8 1-0-0 1-0-0 0-1-8 4-5.8 Plate Offsets(X,Y)— [1:Edge,O-1 8],[3:0-1-8,Edge],[4:0-1-8 0-0-0],[6:0-1-8,Edgel,[8:0-1-8,Edge],[9:0-1-8,Edge],[11:0-1-8,0-1-01 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.83 Vert(LL) -0.18 9-10 >785 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.45 9-10 >317 240 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 _ (Matrix) Weight:61 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (Ib/size) 10=711/0-4-0,7=705/0-5-4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1710/0,3-4=-1730/0,4-5=-1707/0 BOT CHORD 9-10=0/1248,8-9=0/1730,7-8=0/1236 WEBS 4-8=-298/0,2-10=-1368/0,2-9=0/627,5-7=-1352/0,5-8=0/696 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. ,11111111111111111, 001 N VNs F�� N 68182 •• T O F '•44/ 11 N A;E 1111 FL Cert. 6634 March 5,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev.0211612015 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 parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown j is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job 7-rulss russ Type 73016976888718 Floor Girder 1 1 Job Reference tonal American Builders Supply, Sanford,Florida 7.530 s Jul 112014 MITek Industries,Inc.Thu Mar 0511:0125 2015 FS—gel ID:ardSZU8D7bE8f3poTfTd7lziLrw-CSgsvjOPTAV W FodDK8f W HL5lOyL4_26jDP]H6gze?ie 2-6.0 _J 1 1-5-0 Scale=1:13.7 3x6 11 4x6 11 4x6 11 3x6 11 1 9 2 3 4 Y 2x4 11 2x4 11 7 6 3x8= 3x8= 7-2-0 7-2-0 Plate Offsets(X Y)-- [2.0-3-0Edge] [3.0-3-0Edge] [6:0-1-8,0-M],p:0-1-8 Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.33 Vert(LL) -0.04 6 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.08 5-6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 i (Matrix) Weight:48 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (Ib/size) 8=861/0-6-0,5=895/1-0-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1663/0 BOT CHORD 7-8=0/1663,6-7=0/1663,5-6=0/1663 WEBS 3-5=-1808/0,2-8=-1808/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)378 Ib down at 2-4-4,and 709 Ib down at 4-4-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ```i►I I I I!!!!!�♦ %%' GO IN VF��o,♦ LOAD CASE(S)Standard �% 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �� ,�,•'�Ci E N Si•• `�♦♦♦ Uniform Loads(plf) F•�•. Vert:5-8=-20,1-4=-100 i Concentrated Loads(lb) N 68182 Vert:3=-629(F)9=-298(F) 0 •Q• T F • , A FL Cert. 6634 March 5,2015 A WARNING-VerHy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.0211612015 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 parameters 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 Mitek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job russ Truss Type ly 730169 T6888719 730169 FT05 Floor Supported Gable 1 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 112014 Wok Industries,Inc.Thu Mar 05 11:0127 2015 Page 1 I D:andSZU8D?bE8f3poTfTd7lziLrw-9rocJP2PtnIEU5ncRZh_MmAAcmAOS3nOgjCN BZze?ic 0 1H 8 0-0-8 Scale=1:45.8 4x6 II 3x6 FP= 3x6 FP= 7-0-12 i 2x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 21 22 23 24 49LL LdQ1.:2= I� V 9 18 47 46 45 44 43 4241 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 30= 30= 2x4 I I 2x4 11 2x4 11 20 11 20 II 20 11 2x4 11 3x6 FP= 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 20 11 3x4= 30 11 2x4 11 2x4 11 7-0-12 26-9-4 7-0-12 19-8.8 Plate Offsets X, 48:0-1-8 0- 8 49:0-1-8,0-0 8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lld PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 25 n/a n/a BCDL 10.0 Code FBC2010ITPI2007 (Matrix) Weight:156 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-"oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 26-9-4. (lb)- Max Grav All reactions 250 Ib or less at joint(s)47,25,46,45,44,43,42,40,39,38,37,35,34,33,32, 31,30,29,28,27,26,41 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)All plates are 3x6 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. tit I I I I I f//l, `�% 4v 1 N �����4P:• G E N 3F N 68182 0 . T OF :•� .0 ` ftb FL Cert. 6634 March 5,2015 A WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev.02H6J2015 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 parameters 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 responsibillify of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Solely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type �Qty Ply730169 76888720 730169 FT06 Floor 9 1 Job Reference o tional American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc. Thu Mar 05 11:01:28 2015 Page 1 ID:andSZU8D?bE8f3poTfTd7lziLrw-d1 M_X12Hm4t46FMo?GDDvzjDaAR6BKm9vNyxj?ze?ib 0-1-8 HI 2-6-0 f 1-8-12 i 2-M i' —8 0-k8 Scale=1:46.3 3x10= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x10= 1 2 3 4 5 6 7 89 10 11 12 13 25 �V 7 0 23 22 21 20 19 18 17 16 15 14 6x6= 6x10= 3x8 MT20HS FP= 3x6 II 7x6 II 6x10= 6x6= 7x6 11 3x6 11 3x8 MT20HS FP= 12-44 1244 1-0-0 1-0-0 12-5-0 Plate Offsets(X Y)-- [6:0-1-8 Edge] [7:0-1-8 Edge],[13:0-1-8,Edge] [18:0-3-0 0-Ml [24:0-1-8,0-1-01,[25:0-1-8,0-1-01 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.53 Vert(LL) -0.55 18-19 >571 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.37 Vert(TL) -0.97 18-19 >326 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.05 14 n/a n/a BCDL 10.0BCDL 10.00 Code FBC2010fTP12007 (Matrix) Weight:171 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 5-9-6 oc purlins, except BOT CHORD 2x4 SP M 31(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 23=1056/0-5-4,14=1056/0-6-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3822/0,3-4=-3822/0,4-5=-5747/0,5-6=-5744/0,6-7=-6012/0,7-8=-5745/0,8-9=-5745/0,9-10=-5749/0, 10-11=-3822/0,11-12=-3822/0 BOT CHORD 22-23=0/2257,21-22=0/4995,20-21=0/6009,19-20=0/6009,18-19=0/6012,17-18=0/6010,16-17=0/6010,15-16=0/4995, 14-15=0/2257 WEBS 2-23=-2428/0,2-22=0/1716,4-22=-1285/0,4-21=0/822,6-21=-681/131,12-14=-2428/0,12-15=0/1716,10-15=-1285/0, 10-16=0/824,7-16=-679/134 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 2x4 MT20 unless otherwise indicated. 4)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ,,1>f 1111111111 5)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be ♦` % �'N V�10 � attached to walls at their outer ends or restrained by other means. �I ♦♦0P•• �EN3 N 68182 �'. T F ,'� �1111�111��`,`♦♦♦ FL Cert. 6634 March 5,2015 A WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.0211612015 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 parameters 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 MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1P11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss runs Type y 730769 76888727 730169 FT07 Floor Girder 1 1 Job Reference o tional American Builders Supply, Sanford.Florida 7.530 s JUI 11 2014 MiTek Industries,Inc. Thu Mar 05 11:01:29 2015 Page 1 ID:andSZU8D?bE8f3poTfTd7lziLrw-5EwMk53vXO0xkPx?Z_kSRBGQEZmXwugJ71 hUFSze?ia Scale=1:13.1 3x6 I 4x6 I I 4x6 11 3x6 11 1 2 3 4 Y 3x6= 2x4 11 6 2x4 11 5 8 7 3x6= 6-10-8 6-10-8 Plate Offsets(X,Y)= 2:0-3-0Ed e, 3:0-3-0,Ed al,[6:0-1-820-M], 1-8,EdGel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) -0.03 7-8 >999 360 MT20 244!190 TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.05 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(TL) 0.01 5 n/a n/a Weight:47 Ib FT=20%F,11%E BCDL 10.0 Code FBC2010/TP12007 (Matrix) BER- BRACING- LUM UMCHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins, except TOPBOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 8=729/Mechanical,5=729/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-8=-260/0,4-5=-260/0,2-3=-1098/0 BOT CHORD 7-8=0/1098,6-7=0/1098,5-6=0/1098 WEBS 3-5=-1194/0,2-8=-1194/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to e be attached to walls at their outer ends or restrained by other means. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ,tIttiI I I I I1117j'' LOAD CASE(S)Standard `��� QV N VF iI 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Q� 4* Uniform Loads(plf) :�, 'O• �C'ENs�c•`� Vert:5-8=-20,1-4=-200(F=-100) .0 N 68182 =-0: 'Q= T F •N AL E����• itIIIIII�It FL Cert. 6634 March 5,2015 7s,. ,, ARNING-Vwffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.0211612015 BEFORE USE.gn valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. licability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shownlateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theMiTek' tor. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidancce regaprdingggp4 Parke East Blvd. ication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI BUildin Com onent Tampa,FL 33610 in available from Tens Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Job Truss Truss Type Qty Ply 730169 T6888722 730169 FT08 Floor 1 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc. Thu Mar 05 11:01:29 2015 Page 1 ID:andSZU8D?bE8f3poTfTd7lziLrw-5EwMk53vXO0xkPx?Z_kSRBGP3Zntwx2J71 hUFSze?ia 248-0 Scale=1:13.1 3x4= 1 3x4 11 2 3 3x4= 4 3x4 11 q 3x8= 2x4 11 2x4 11 8 7 g 5 3x8= 6-10-8 6-10-8 Plate Offsets(X Y)- [1•Edge 0 1-8] [270-1-8 Edge] [3.0-1-8Edge] 16:0-1-8,0-M],[7:0-1.8 Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.03 7-8 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.34 Vert(TL) -0.05 7-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix) Weight:38 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 8=398/Mechanical,5=398/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-578/0 BOT CHORD 7-8=0/578,6-7=0/578,5-6=0/578 WEBS 3-5=-634/0,2-8=-634/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ``,,1111111111/IIII 40 IN VF �. ;�� , .•��G E NSF•. N 68182 -10 , T F ;'� •� . Aj FL Cert. 6634 March 5,2015 A WARNING-Varity,design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.02(16/2015 BEFORE USE. wl*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 parameters 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 MiTek- erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Qualify Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 obTruss Truss Type Oty Ply 773016e9fereTfi888723 FT09 Floor Supported Gable 1 17nce o(optional) American Builders Supply. Sanford,Florida 7.530 s Jul 112014 MiTek Industries,Inc. Thu Mar 05 11:01:312015 Page 1 ID:andSZU8D?bE8f3poTfTd7lziLrw-1 c 179m5A3?Gfzj5NgPmwXcLsbNYMOtricbLBbKKze?Y 01x8 01x8 Scale=1:33.4 4x6 II 3x6 FP= 3x6 FP= 7-0-12 2x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 39 4 q 56M 00000000C 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 3x4= 3x4= 2x4 11 3x6 FP= 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2.4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 3x4= 2x4 II 3x4 11 7-0-12 19-7-4 7-0-12 12 6 8 Plate Offsets(X Y)— [38:0-1.8 0-0-8] [39:0-1.8,0-0 8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 20 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:117 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 19-7-4. (lb)- Max Grav All reactions 250 Ib or less at joint(s)37,20,36,35,33,32,31,29,28,27,26,25,24,23,22, 21,30 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)All plates are 3x6 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,, 1111111/1///, Q�iN �F %% G E N S-7 N 68182 �•�• � T F . ,.` ,' S FL Cert. 6634 March 5,2015 A WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1161I1-7473 rev.0211612015 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 parameters 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 MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BC SI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job ss Truss Type y 730169 T6888724 J;F�rl0 Floor 6 1 730169Job Reference o tional 7.530 s Jul 11 2014 MiTek Industries,Inc. Thu Mar 05 11:01:31 2015 Page 1 American Builders Supply, Sanford,Florida ID:andSZU8D?bE8f3poTfTd7lziLrw-1 cl79m5A3?Gtzj5NgPmwXcLixNLMOhkcbLBbKKze?Y 0-1-8 0x8 HI 2-" J 0� 9 4� 2�--; 0��� Scale=1:33.1 4x8= 3x4= 3x4= 3x6 FP= 4x8= 1 2 3 q 5 6 7 8 9 10 11 20 4 Y 17 16 15 14 13 3x8—_ 3x10 MT20HS FP= 30= 3x4= 4x10= 3x6= 4x10= 2x4 SP= 10.10.12 19-74 B-7-12 9-94 1113-9-4 8-8.8 1-0.0 1-o-0 o--8 — Plate Offsets(X Y)— [5:0-1 B,Edge],[6:0-1-8,0-Ml [11:0-1-8,Edae],[14:0-1-8 Edgel,[15:0-1-8 Edge] 119:0-1-8,0-1-01 [20:0 1 6 0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.65 Vert(LL) -0.32 14-15 >723 360 MT20 244/190 Vert TL -0.57 14-15 >409 240 MT20HS 1871143 TCDL 10.0 Lumber Increase 1.00 BC 0.85 ( ) BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.10 12 nla n/a Weight:99 Ib FT=20%F,11%E BCDL 10.0 Code FBC20101TPI2007 (Matrix) LBRACING- UMBER- TOP CHORD Structural wood sheathing directly applied or 5-4-1 oc purlins, except TOP CHORD 2x4 SP M 30(flat)*Except* end verticals. 8-11:2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (Ib/size) 18=1155/0-5-4,12=1155/0-4-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3719/0,3-4=-3719/0,4-5=-4594/0,5-6=-4602/0,6-7=-4594/0,7-8=-3718/0, 8-9=-3718/0,9-10=-3718/0 BOT CHORD 17-18=012192,16-17=0/4476,15-16=014476,14-15=014602,13-14=0/4476,12-13=0/2194 WEBS 5-15=-418/128,6-14=-393/124,2-18=-2408/0,2-17=0/1688,3-17=-256/0,4-17=-837/0, 4-15=-1 72/616,10-12=-2409/0,10-13=011685,9-13=-25410,7-13=-83910, 7-14=-171/600 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 2x4 MT20 unless otherwise indicated. ``,`� 00 N VFX 4)The Fabrication Tolerance at joint 16=11% P 5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.ks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to %%,S Q. GENS•.,• 00 6)Recommend 2x6 strongbac be attached to walls at their outer ends or restrained by other means. �'\ F N 68182 �cc FL Cert. 6634 March 5,2015 AWARNING-VerNY design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev.07/1612015 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. ner.Bracing shown A licability of design parameters and proper incorporation of component ibraecing responsibility unsure tabilitygduring construction truss she responsibility of he B,A 1Tek i PP members onl . Additional temporary 9 tIY� e for lateral support of individual web mem Y = erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 6904 Parke East Blvd. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPll Quality Criteria,DSB-89 and BCS/Building Component Tampa,FL 33610 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. — Job Truss Truss Type aty Ply730169 730169 FT11 Floor 7 1 768887251, Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 Mil Industries,Inc. Thu Mar 05 11:01:32 2015 Page 1 ID:andSZU8D?bE8f3poTfTd7lziLrw-VpbVN66ogJOW bsgaE6H93puu3ngg78Glq?w8smze?iX 0-1-8 H'r 2--0 0'�1 2-0-0 Scale=1:32.9 2x4 11 3x4= 2x4= 3x10= 2x4 11 3x4= 2x4 II 2x4 II 3x6 FP= 2x4 11 3x10= 3x4 11 1 2 3 4 5 6 7 8 9 10 11 4 Y 17 16 15 14 13 12 3x6= 3x12= 3x10 MT20HS FP= 3x4= 3x12= 3x6= 3x4= 10-10-12 8-7-12 9-9-0 10-9-0 19-3.12 8-7-12 0-4i8 1-0-0 1-10 ll-8 B-5-0 Plate Offsets(X Y}- [5:0-1-8 Edge] [6:0-1-8,0-0-0],[14:0-1-8 Edge] [15:0-1-8 Edge],[19:0-1-8,0-1-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.31 14-15 >747 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 1 BC 0.84 Vert(TL) -0.54 14-15 >423 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.09 12 n/a n/a BCDL 10.0 Code FBC2010(TPI2007 (Matrix) Weight:98 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 30(flat)*Except* TOP CHORD Structural wood sheathing directly applied or 5-6-13 oc purlins, except 8-11:2x4 SP No.2(flat) end verticals. BOT CHORD 2x4 SP M 30(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (Ib/size) 18=1138/0-5-4,12=1144/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3645/0,3-4=-3645/0,4-5=-4456/0,5-6=-4463/0,6-7=-4455/0,7-8=-3641/0, 8-9=-3641/0,9-10=-3641/0 BOT CHORD 17-18=0/2155,16-17=0/4363,15-16=0/4363,14-15=0/4463,13-14=0/4372,12-13=0/2157 WEBS 5-15=-387/144,6-14=-489/186,2-18=-2367/0,2-17=0/1647,3-17=-255/0,4-17=-794/0, 4-15=-192/572,10-12=-2375/0,10-13=0/1640,7-13=-827/0,7-14=-224/647 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ``,I 1 111 1 11111 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ,`�� IN V �I be attached to walls at their outer ends or restrained by other means. �� Q F c! ..j 6)CAUTION,Do not erect truss backwards. c) C' •N'S E • ��ii N 68182 O:• T F '�. � ,� N Aill�E CS%% FL Cert. 6634 March 5,2015 A WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7Q3 rev.0Y1W2015 BEFORE USE. Design valid for use only with Miconnectors.This design is based only upon parameters shown,and is for an individual building component. 1 Applicability of design parameters 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 MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type ry Ply 730169 T6886726 730169 FT12 Floor Supported Gable 1 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc. Thu Mar 05 11:01:33 2015 Page 1 ID:andSZU8D?bE8f3poTfTd7lziLrw-z?9taS6QbdW NDOFmogoOc 1 QAnBDksriAv2fgiODze?W 1 3x6= 2 2x4 11 3 3x4 1 Scale=1:9.6 Y 6 5 4 3x4 11 3x4= 3x4 11 2-11-0 F - - 2-11-0 -� Plate Offsets(X Y)— [6:Edge 0-1-81 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in floc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.11 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:19 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. (Ib/size) 6=50/2-11-0,4=69/2-11-0,5=201/2-11-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-M oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. %,`,,111111111/!!!�I a�'N �F 0P•' •E N,3 N 68182 O'.• T F lIIIIIIINI FL Cert. 6634 March 5,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1101II-7473 rev.02116(2015 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 parameters 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 WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,OSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Oty Ply 730169 76888727 730169 FT13 Floor 1 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Mar 0511:01:33 2015 Page 1 ID:andSZU8D?bE8f3poTfTd7lziLrw-z?9taS6Qbd W NDOFmogoOc 1 Q7yB7_sj9v2fgiODze?iW 2-" 1-10.8 Scale=1:14.5 3.6 I I 3x6 I 3x6 11 3x6 I 1 2 3 4 Y 8 3x6— 7 6 2x4 II 2x4 11 3x8= 7-7-8 7-7-8 Plate Offsets(X Y)— [6:0-1-8,0-0-01,[7-0-1-8 Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.29 Vert(LL) -0.02 5-6 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.05 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:51 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (Ib/size) 8=627/Mechanical,5=627/0-6-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1000/0 BOT CHORD 7-8=0/1000,6-7=0/1000,5-6=0/1000 WEBS 3-5=-1087/0,2-8=-1087/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Load case(s)1,2,3,4,5,6 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 4)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 1111!1 LOAD CASE(S)Standard Q 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ���,QP,• G E N S'•<`���� Uniform Loads(pIf) Vert:5-8=-20,1-4=-150 10 2)Dead:Lumber Increase=1.00,Plate Increase=1.00 N 68182=* �• •� Uniform Loads(pIf) .. Vert:5-8=-20,1-4=-150 3)1st chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) . 411 Vert:5-8=-20,1-3=-150,3-4=-70 T O F 4)2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 P•: Uniform Loads(pIf) ��� \�.•�` �� 5)3rd chase eDead:Lumber Increase 1 00,Plate Increase=1.00 ,,��ISjs •(V Al.�\,�,` Uniform Loads(pIf) I/11111/���, Vert:5-8=-20,1-3=-150,3-4=-70 6)4th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pIf) FL Cert. 6634 Vert:5-8=-20,1-2=-70,2-4=-150 March 5,2015 A WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7173 rev.02116/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters 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 WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,OSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informalton available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 i Truss russ type Ply 730169 T6888728 730169 FT14 Floor 3 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc. Thu Mar 05 11:01:34 2015 Page 1 I D:andSZU8D?bE8P3poTf Td71 ziLrw-RBj Fno72MweEgAgyLXJd8EzCGaOYb5D2 H J PFxfze?Y 2-6-0 2-0-12 2-M 2-0-12 Scale=1:29.2 3x4 11 3x8= 2x4 11 3x6= 3x6= 3x6 FP=2x4 If 3x8= 3x4 11 1 2 3 4 5 6 7 8 9 4 V 16 15 14 13 12 11 3x6= 3x8 MT20HS FP= 2x4 11 2x4 I I 3x8= 3x6= 3x8= 7-0-12 8-6-12 9tlO? 17-1-8 7$12 1-0-0 1-0-0 7-6-12 Plate Offsets(X Y)— [1•Edge 0-1-8] [4.0-1-8Edge] [5.0-1-8Edge] [12:0-1-8,0-0-01,[13:0-1$Edae1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.22 13-15 >906 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.37 12-13 >545 240 MT20HS 187/143 BCLL 0.0 I Rep Stress Incr YES WB 0.63 Horz(TL) 0.07 10 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) _ Weight:87 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (Ib/size) 16=1013/Mechanical,10=1013/0-4-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3068/0,3-4=-3068/0,4-5=-3489/0,5-6=-3068/0,6-7=-3068/0,7-8=-3068/0 BOTCHORD 15-16=0/1877,14-15=0/3487,13-14=0/3487,12-13=0/3489,11-12=0/3487,10-11=0/1877 WEBS 2-16=-2066/0,2-15=0/1317,3-15=-255/19,4-15=-747/0,8-10=-2066/0,8-11=0/1317,7-11=-255/19,5-11=-747/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-M oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. `,P USN vF •, % :, SO \GENSF•�� ' N 68182 �'• T F 441 r FL Cert. 6634 March 5,2015 A WARNING-verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI-7473 rev.07116/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters 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 MiTek*erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Tens Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Jo Truss Truss Type Ply 730169 76888729 730169 FT15 Floor 3 1 Job Reference o tional - American Builders Supply, Sanford,Florida 7.530 5 Jul 11 2014 MiTek Industries,Inc. Thu Mar 05 11:01:34 2015 Page 1 I D:andSZU8D?bE8f3poTfTd71 ziLrw-RBj Fno72MweEgAgyLXJd8EzDoaOAb9s2HJ P Fxfze?I/ 0-1$ H , 2-6-0 2-4$ 2-M 0-7-12 Scale=1:18.2 2x4= 3x6= 2x4 11 3x6= 3x4 12x4 11 2 3 42x4 11 5 6 t1 V 9 83x4= 3x6= 3x6= 3x6= 5-1-85x3,0 63-0 7.3-0 74,8 10-9-4 5 1$ 0-1.8 0 1-0-0 0-1$ 3-4-12 Plate Offsets(X Y)— (3:0-1-8,Edge],14:0-1-8,0-0-01,[8:0-1-8,Edge] [9:0-1-8,Edge],[11:0-1-8,0-1-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.61 Vert(LL) -0.13 9-10 >956 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.36 9-10 >350 240 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:55 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (Ib/size) 10=625/0-5-4,7=631/0-4-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1328/0,3-4=-1337/0,4-5=-1317/0 BOT CHORD 9-10=011067,8-9=0/1337,7-8=0/1083 WEBS 4-8=490/0,2-10=-1165/0,2-9=0/430,5-7=-1193/0,5-8=0/670 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-M oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. ``, , ,, GO!N VFI1 -'e. oo N 68182 ��• T OF '•� � O•, /1111111 ` FL Cert. 6634 March 5,2015 A WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev.0211612015 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 parameters 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 MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPll Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Leg Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 1 Job Truss Truss Type Ply 730169 76888730 730169 FT16 Floor 3 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc. Thu Mar 05 11:01:36 2015 Page 1 I D:andSZU8D?bE8f3poTfTd 71 zi Lrw-OarOCU9ltYuy4 UzLTyM5 Df2XJ00 m 3ywLkduM?Yze?iT 0-1-8 HI 2-6-0 2-" 1 2-" 0 5l2l2-0-4 12-" i2-3-4 Scale:1/4"=1' 2x4 11 2x4 11 2x4= 2x4 11 3x4= 2x4 11 4x10= 3x6 FP= 3x4= 2x4 11 3x4 11 1 2 3 4 5 6 7 8 9 10 11 12 13 14 � 1v 25 24 23 22 21 20 19 18 17 16 15 2x4 11 3x6 FP= 4x10= 2x4 II 2x4 11 3x8= 4x8= 6-3-0 5.1.8 5-310 7.3-0 10-74 10 12 18.00 1940 20.0.0 27-9.4 5-1-8 0--8 1-00 3-4 o--8 7-3-4 1-00 1-0-0 7-94 1-00 Plate Offsets(X,Y)- [3:0-1-8,Edge],[4:0-1.8,Edge],[10:0-1-8,Edge],[11:0-1-8,Edge],[17:0-1-8,0-0-0],[18:0-1-8,Edge],(21:0-3-0,Edge],[23:0-1-8,0-0-0],[24:0-1-8,Edge],[26:0-1-8 0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.24 16-17 >833 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.96 Vert(TL) -0.48 24-25 >265 240 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.07 15 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:140 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat)*Except* TOP CHORD Structural wood sheathing directly applied or 5-11-14 oc purlins, 1-9:2x4 SP M 30(flat) except end verticals. BOT CHORD 2x4 SP No.2(flat)*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 15-20:2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (Ib/size) 25=527/0-5-4,21=1818/0-4-0,15=951/0-4-0 Max Grav25=602(LC 3),21=1818(LC 1),15=968(LC 7) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1214/46,3-4=-1221/59,4-5=-161/760,5-6=-161/760,6-7=0/1111,7-8=-2380/0, 8-9=-2380/0,9-10=-2380/0,10-11=-3183/0,11-12=-2894/0,12-13=-2894/0 BOT CHORD 24-25=0/1015,23-24=-59/1221,22-23=-59/1221,21-22=-1008/0,20-21=0/914, 19-20=0/914,18-19=0/3183,17-18=0/3183,16-17=0/3186,15-16=0/1781 WEBS 6-21=-751/0,2-25=-1108/0,4-22=-1467/0,6-22=0/615,10-19=-1035/0,8-19=-286/8, 7-19=0/1693,7-21=-1848/0,13-15=-1960/0,13-16=0/1231,12-16=-281/0, 11-16=-541/12 NOTES- � N„�/ 1)Unbalanced floor live loads have been considered for this design. �� Q F 2)All plates are 3x6 MT20 unless otherwise indicated. �� QP•�(,E N S•C�� 3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. •• �`••.• �� 4)Recommend 2x6 strongbacks,on edge,spaced at 10-M oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. N 68182 5)CAUTION,Do not erect truss backwards. • T OF '•ku FL Cert. 6634 March 5,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Ml1-7473 rev.07116(2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters 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 WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety IntomwBon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 730169 76888731 730169 FT17 Floor 1 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc. Thu Mar 05 11:01:36 2015 Page 1 I D:andSZU8 D?bE8f3poTfTd7lziLrw-OarOCU9ltYuy4UzLTyM5Df2ZKO4133MLkduM?Yze?T 0-1-8 H 2$0 2-0-8 2-M 0-7-12 i Scale=1:18.2 2x4= 3x4= 2x4 II 3x6= 3x4 II 12x4 11 2 3 42x4 11 5 6 11 4 v 9 8 3x4 3x4= 3x6= 3x8= 5-1-8 5,310 6-3-0 1 7,340 10-9-4 5-1.8 0-1-8 1-0-0 1-0-0 0-1-8 3-4-12 Plate Offsets(X,Y)— [3:0-1-8,Edge1,[4:0-1-8,0-M],[8:0-1-8,Edge],[9:0-1-8,Edge],[11:0-1-8,0-1-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.61 Vert(LL) -0.14 9-10 >919 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.39 9-10 >322 240 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:55 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 10=625/0-5-4,7=631/0-4-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1340/0,3-4=-1340/0,4-5=-1320/0 BOT CHORD 9-10=0/1049,8-9=0/1340,7-8=0/1085 WEBS 4-8=-488/0,2-10=-1149/0,2-9=0/455,5-7=-1195/0,5-8=0/670 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-M oc and fastened to each truss with 3-1 Od(0.131 X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. ``,1111111i/���,' %``,p,Go N V F( .. �O•�.�G E NSF•.;qz N 68182 * - S�•• TF :•44/ ,� . FL Cert. 6634 March 5,2015 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MX7473 rev.0211612015 BEFORE USE. Design valid for use only with Milek connectors.This design is based only upon parameters shown,and is for an individual building component. . Applicability of design parameters 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 Mire k' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply730169 1730169 F718 Floor Supported Gable 1 1 76888732 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc. Thu Mar 05 11:01:37 2015 Page 1 ID:andSZU8D?bE8f3poTfrd7lziLrw-smOOQg9werOpheYX1 ftKmtbsFobriobGUzHevX_ze?iS Scale=1:17.2 3x4 11 1 3x6— 2 3 4 5 6 7 8 q 16 15 14 13 12 11 10 9 3x4 11 3x4= 3x4 11 - 9-2-0 --- 9-2-0 Plate Offsets(X,Y)— [16:Edge 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0 I.0 1 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 9 n/a n/a BCDL 10.0 1 Code FBC2010rrPI2007 (Matrix) Weight:46 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 9-2-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 9-2-0. (lb)- Max Grav All reactions 250 Ib or less at joint(s)16,9,15,14,13,12,11,10 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)All plates are 2x4 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. `,`/11111111��II,I ,,.%`PGo N V -is. �,�G E N Scap c•�� N 68182 :ccz �0:.• T F ��� X111 A�11�``• FL Cert. 6634 March 5,2015 A WARNING-Verily design paremeters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7173 rev.0111612015 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 parameters 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 MiTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 730169 76688733 730169 FT19 Floor 3 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc. Thu Mar 05 11:01:37 2015 Page 1 ID:andSZU8D?bE8f3poTfTd7lziLrw-smOOQg9werOpheYX1 ftKmtbjzoOMoVVUzHevX_ze?S 0-1-8 H 2-6-0 2-4-8 2-M 2-7.4 01118 Scale=1:21.5 2x4 11 2x4 11 2x4= 3x8= 20 11 2x4 11 2x4= 1 2 3 4 53x8= 6 1 12 q Y 9 8 3x6= 3x8= 3x6= 3x8= 5-1.8 5,3,0 830 730 7,4 8 1248-12 5-1-8 018 1t" 1-0-0 0-1 8 5-4-4 Plate Offsets(XY)- [3:0-1-8 Edge] [4:0-1-80-0-0] [6:0-1-8 Edgel [8:0-1-8 Edge] [9:0-1-8,Edge],[11:0-1-8,0-1-01,112:0-1-8,0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.68 Vert(LL) -0.18 7-8 >847 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.88 Vert(TL) -0.41 7-8 >364 240 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight 63 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (Ib/size) 10=743/0-5-4,7=743/0-3-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1905/0,3-4=-1931/0,4-5=-1906/0 BOT CHORD 9-10=0/1324,8-9=0/1931,7-8=0/1328 WEBS 2-10=-1446/0,2-9=0/761,5-7=-1450/0,5-8=0/745 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ``,` ►111111/////'' , p,4v IE IV ., • N 68182 ,,,��5 n i 1 Ai��``• FL Cert. 6634 March 5,2015 i A WARNING-Verity,design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.02116(2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. ' Applicability of design parameters 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 MiTek- erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/71`111 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 730169 T6888734 730169 FT20 Floor Supported Gable 1 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc. Thu Mar 05 11:01:38 2015 Page 1 I D:andSZU8D?bE8f3poTfTd7lziLrw-KyymdAAZP98gJn7jaNOZJ481?CwOX2VeCxNT4Qze?iR Scale=1:16.9 30 11 1 3x6= 2 3 4 5 6 7 8 4 16 15 14 13 12 11 10 9 3x4 11 3x4= 3x4 11 9-0-0 --- Plate Offsets(X,Y)-- [9:Edge,0-1-81,[16:Edge 0-1-81 _ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 11 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix) Weight:45 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 9-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 9-0-0. (lb)- Max Grav All reactions 250 Ib or less at joint(s)16,9,15,14,13,12,11,10 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)All plates are 2x4 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-M oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ```,111111111//1I�I %, P00 1 N Qv1N VGENs • F� '�. do N 68182 �0:.• T F 111111111 FL Cert. 6637477] March 5,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.0211612015 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 parameters 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 MOW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 730169 76888735 730169 G01 Half Hip Girder 1 1 Job Reference tonal American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MITek Industries,Inc. Thu Mar 0511:01:39 2015 Page 1 ID:andSZU8D?bE8f3poTfTd7lziLrw-o9W BrVBBATGXxxiw84vorlg7zbBiGSLnRb70csze?iQ 1 4 0 2-M 6-10-0 1148-0 14-0 2-M 4-10-0 4-10-0 Scale=1:22.1 3.00 F12 4x4= 3x4 2x4 11 = 3 10 11 4 12 13 5 3x4 2 Li 0 2 7 14 15 16 17 18 9 8 3x6 11 3x8= 6 4x4= 2-0-0 11 8 0 r 2 0-0 9-8-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) 0.07 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase. 1.25 BC 0.37 Vert(TL) -0.15 6-7 >894 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.25 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2010(TPI2007 (Matrix-M) Weight:74 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=627/Mechanical,8=423/0-6-0 Max Horz8=11O(LC 8) Max Uplift6=-109(LC 5),8=-416(LC 4) Max Grav6=666(LC 28),8=497(LC 30) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-402/305,3-10=-379/299,10-11=-379/299,4-11=-379/299,2-8=-595/450 BOT CHORD 7-14=-350/442,14-15=-350/442,15-16=-350/442,16-17=-350/442,17-18=-350/442, 6-18=-350/442 WEBS 4-6=-453/379,2-7=-373/537 NOTES- 1)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=2ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦♦♦Op.Q . • ... 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will ♦♦ GEN fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. N 6$182 6 Provide mechanical connection b others of truss to bearinglate capable of withstanding109 Ib uplift at joint 6 and 416 lb uplift at joint 8. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ; 8)Hangers)or other connection device(s)shall be provided sufficient to support concentrated load(s)65 lb down and 58 Ib up at 2-0-0, -10 65 Ib down and 58 lb up at 4-0-12,65 lb down and 58 Ib up at 6-0-12,and 65 Ib down and 58 Ib up at 8-0-12,and 65 lb down and 58 Ib ; T F up at 10-0-12 on top chord,and 95 lb down and 193 lb up at 2-0-0,31 lb down and 54 lb up at 4-0-12,31 lb down and 54 lb up at 0 Q'. (V 6-0-12,31 Ib down and 54 Ib up at 8-0-12,and 31 lb down and 54 lb up at 10-0-12,and 323 Ib down at 11-1-8 on bottom chord. The i •, Q design/selection of such connection device(s)is the responsibility of others. �.010 •' ♦♦♦ 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). to�I,,SS A,- %%♦ LOAD CASE(S)Standard to 11111 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-60,2-3=-60,3-5=-60,6-9=-20 FL Cert. 6634 March 5,2015 Continued on page 2 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M114473 rev.02/16/2015 BEFORE USE. Design valid for use only with Mi7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters 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 WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPll Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Oty Ply 730169 76888735 730169 G01 Half Hip Girder 1 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Mar 05 11:01:39 2015 Page 2 ID:aridSZU8D?bE8f3poTfTd7lziLrw-o9 W 8rVBBATGXxxW84vorlg7zbBiGSLnRb70csze?iQ LOAD CASE(S) Standard Concentrated Loads(lb) Vert:3=41(B)7=40(B)10=41(B)11=41(B)12=41(B)13=41(B)14=7(B)15=7(B)16=7(B)17=7(B)18=-323(8) WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.02/162015 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 parameters 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 MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPll Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 o cuss Truss Type Qty Ply 730166 76688736 730169 G02 Half Hip 1 1 Job Reference(optional) American Builders Supply,Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc. Thu Mar 05 11:40:40 2015 Page 1 ID:andSZU8D?bE8f3poTfTd7lziLrw-FCYRIJyPg4uKmoB?RawUVS76oG9PG8RMl I iOGgze?7r 1�0 4-M 11-8-0 1 4-0 4-0-0 7-8-0 412= Scale=1:22.5 3.00F_12 4x4 11 3 10 4 9 3x4 2 12 CS 8 6 7 3x4= 3x4=5 2x4 11 4-0-0 1148-0 4-0-0 _ __ 748-0 Plate Offsets(X,Y)- [4:Edge,0-3-81 _ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.07 5-6 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.19 5-6 >729 180 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight:65 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 5=446/Mechanical,7=556/0-6-0 Max Horz 7=133(LC 12) Max Uplift 5=-138(LC 9),7=-187(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-9=-482/286,3-9=432/290,2-7=-529/492 BOT CHORD 5-6=-307/442 WEBS 3-5=-391/274,2-6=-224/515 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=3ft;Cat. ll;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Comer(3)-1-4-0 to 2-7-10,Exterior(2)2-7-10 to 11-6-4 zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ,``1111111111j11, 3)Provide adequate drainage to prevent water ponding. `%% QV I N ! jf�f 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. % P � 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide % 'Q, G E N,9 will fit between the bottom chord and any other members. 6)Refer to girders)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 138 Ib uplift at joint 5 and 187 Ib uplift at N 68182 joint 7. 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and V gypsum sheetrock be applied directly to the bottom chord. 0�., VA�� 'W �`�� 111111111 �FL Cert. 6634 March 5,2015 A WARNING.verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev.0211612015 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 parameters 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 MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPll Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Trus Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 JobTruss Truss Type QIy Ply 730169 76888737 730169 G03 Half Hip 1 1 Job Reference tonal American Builders Supply, Sanford,Florida 7.530 a Jul 1120114 MITek Industries,Inc.Thu Mar 05 11:01:40 2015 Page t ID:andSZU8D?bE8f3poTfTd7lziLrw-GL4X2rCpxmOOY5H6ioQ 1 OVDJ3?Y_?t6wfEsaaJze?iP 1�0 6-0-0 It-" 1 4-0 6-0-0 58-0 Scale=1:25.0 4x12= 3x4 II 3.00 12 3 10 4 9 3x8= 2 0-1 6 8 7 3x4= 5 3x4 11 3x4= 6.0.0 11-8-0 6-0-0 58-0 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.02 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.06 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.35 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2010rTP12007 (Matrix-S) Weight:67 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 5=446/Mechanical,7=556/0-6-0 Max Horz7=153(LC 12) Max Uplift5=-137(LC 8),7=-173(LC 8) Max Grav5=446(LC 1),7=556(LC 2 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-9=-4611207,3-9=-418/216,2-7=-491/341 BOT CHORD 5-6=-246/405 WEBS 3-5=-445/273,2-6=-105/360 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=6ft;Cat.ll; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-1-4-0 to 2-7-10,Interior(1)2-7-10 to 6-0-0,Exterior(2)6-0-0 to 11-6-4 zone;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip ,,`11111111/171,,, DOL=1.60 ,.� Qu I N VF •, 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,�� ' �(',E N S'•,• i� 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-M wide will fit between the bottom chord and any other members. N 68182 6)Refer to girdeas)for truss to truss connections. - 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 137 Ib uplift at joint 5 and 173 Ib uplift at *;• •' joint 7. 8)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and%z"gypsum sheetrock be applied directly to the bottom chord. i O'• T O F � .01 ,,,ass 11 FL Cert. 6634 March 5,2015 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE UX7473 rev.0211612015 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. ' li Applicability of design parameters 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 M1Tek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type aty Ply 730169 76888738 730169 H01 Half Hip Girder 1 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Mar 05 11:01:412015 Page 1 ID:andSZU8D?bE8f3poTfTd7lziLrw-kXevFBDRi4WEAFsIGVxGvrjm W7Pvmk0_4uuc7glze?i0 -1.4-05-0-0 7-10-0 i 1-4-0 5-0-0 2-10-0 Scale=1:17.7 4x10= 2x4 11 3 14 4 5 3.00 12 2 2 1 0 8 15 7 2x4 I 3x4= 6 3x4= 0-6-45.0-0 7-10-0 0-6-4 4-5-12 2-10-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) 0.02 8-13 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.03 8-13 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.11 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:32 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation quide. REACTIONS. (Ib/size) 7=413/Mechanical,2=453/0-3-8 Max Horz 2=72(LC 4) Max Uplift7=-169(LC 5),2=-157(LC 5) Max Grav7=413(LC 1),2=453(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-505/180 BOT CHORD 2-8=-184/458,8-15=-190/472,7-15=-190/472 WEBS 3-7=-530/213 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=3ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left exposed;porch right exposed;Lumber DOL=1.60 plate grip DOL=1.60 ,,``111111111/11', 3)Provide adequate drainage to prevent water ponding. , V N V �� 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will % Ci E N,9•. ���� i� fit between the bottom chord and any other members. ♦♦ •• V F ••• 6)Refer to girder(s)for truss to truss connections. N 681 82 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 169 Ib uplift at joint 7 and 157 Ib uplift at joint 2. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)Hangers)or other connection device(s)shall be provided sufficient to support concentrated load(s)81 Ib down and 69 Ib up at 5-0-0, •:� and 81 Ib down and 69 Ib up at 7-0-12 on top chord,and 140 Ib down and 2 Ib up at 5-0-0,and 58 Ib down at 7-0-12 on bottom chord. .• T F The design/selection of such connection device(s)is the responsibility of others. ((� 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). � •, O Q ��♦♦♦ LOAD CASE(S)Standard �I ss' ` ♦%♦ 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 ��/� •• A`���� Uniform Loads(plf) 1111111111 Vert:1-3=-60,3-4=-60,4-5=-60,6-9=-20 Concentrated Loads(lb) Vert:8=-44(F)3=-45(F)14=45(F)15=-25(F) FL Cert. 6634 March 5,2015 A WARNING-verily,design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev.02H6(2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. , Applicability of design parameters 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 MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Crilerla,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 JobTruss 7rus's Type city Ply 730169 76888739 730169 H02 ip 1 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 112014 MiTek Industries,Inc. Thu Mar 05 11:01:42 2015 Page 1 ID:aridSZU8D?bE8f3poTf rd7lziLrw-CkCHTXD3TOe5oPRVpDTVTwI Wwp8TTs1 D7YLgDBze?iN -1-4-0 T-M 7-10-0__ 1-0-0 7-M r 0-10-0 Scale=1:17.7 4x4= 2x4 11 3 4 5 3.00 12 Li2 15 14 2 a d 8 7 2x4 11 3x4= 2x4 11 6 _- -4 i 4-3-12 7-0-0 7-10-0 1 0.6.4 3-9-8 2-8-4 0-10-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 I Plates Increase 1.25 TC 0.92 Vert(LL) 0.27 8-13 >329 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.23 8-13 >399 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight:30 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 7=271/Mechanical,2=436/0-3-8 Max Horz2=93(LC 8) Max Uplift7=-136(LC 9),2=-156(LC 9) Max Grav 7=271(LC 1),2=436(LC 21) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-12=-1115/2333 BOT CHORD 2-13=-2201/1051 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=5ft;Cat.Il; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-0 to 2-7-10,Interior(1)2-7-10 to 7-0-0,Exterior(2)7-0-0 to 7-10-0 zone;cantilever left exposed;porch right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 �tj%1,1,11111111.4 3)Provide adequate drainage to prevent water ponding. ,� V I N V Io 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `�� P C •F� ��� 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-M wide will �� '�•.• G E/�S• ���i� fit between the bottom chord and any other members. •• F•••• 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 136 Ib uplift at joint 7 and 156 Ib uplift at N 68182 joint 2. 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and V gypsum sheetrock be applied directly to the bottom chord. '1): :Q O:• T F 44/ FL Cert. 6634 March 5,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7173 rev.0211612015 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 parameters 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 MiTek- erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSIJTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 730169 76888740 730169 1H03 Monopitch 9 1 1 Job Reference(optional) American Builders Supply, Sanford,Florida - 7.530 s Jul 11 2014 MiTek Industries,Inc. Thu Mar 05 11:01:43 2015 Page 1 ID:andSZU8D?bE8f3poTfTd7lziLrw-hwmfgtEhEhmyPZOhNw kO8rjFDTLCIFNLC5Eleze?iM 1al O 7-10-0 1 4-0 7-10-0 Scale=1:17.4 2x4 11 3 4 3.00 12 13 y 12 2 2 ld 1 6 3x4= 2.4 11 5 0-6-47-10-0 0-6-4 7-3-12 — LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.82 Vert(LL) 0.24 6-11 >373 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.21 6-11 >421 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2010/TPl2007 (Matrix-S) Weight:28 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 6=270/Mechanical,2=437/0-3-8 Max Horz2=103(LC 12) Max Uplift6=-121(LC 9),2=-154(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-10=-1160/2067 BOTCHORD 2-11=-1948/1094 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=5ft;Cat.Il; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-4-0 to 2-7-10,Interior(1)2-7-10 to 7-10-0 zone;cantilever left exposed;porch right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. J JJJ j a I I I I I fill 4)Refer to girder(s)for truss to truss connections. `% V N V die 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 121 Ib uplift at joint 6 and 154 Ib uplift at `%% joint 2. �� ' .•' GENS'• ��i� 6)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and V gypsum : •' �. F•'•, sheetrock be applied directly to the bottom chord. N 68182 � T Fftb '•� FL Cert. 6634 March 5,2015 A WARNING-Vert/y design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 11111-7473 rev.0211612015 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 parameters 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 MiTek'erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IY1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type city Ply730169 �887]41 730169 HJ2G Diagonal Hip Girder 1 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc. Thu Mar 05 11:01:43 2015 Page 1 I D:a ndSZU8D?bE8f3poTf Td7lziLrw-hwmfgtE hE hm yPZOhNw_k08rpKDa6CI F N LC5E Ieze?iM -1-10-10 2-9-3 1-10-10 2-9-3 2.12 12 Scale=1:17.4 3 3x4 11 7 2 1 011 8 4 6 5 2x4 11 2-9-3 I 2-9-3 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) 0.02 4-5 >999 240 MT20 244/190 TCDL 10.0 i Lumber Increase 1.25 BC 0.28 Vert(TL) 0.02 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.06 3 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight:14 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing 1 be installed during truss erection,in accordance with Stabilizer j Installation quide. REACTIONS. (Ib/size) 3=-18/Mechanical,4=-12/Mechanical,5=215/0-8-2 Max Horz5=111(LC 8) Max Uplift3=-118(LC 15),4=-115(LC 8),5=-291(LC 4) Max Grav3=104(LC 20),4=81(LC 22),5=278(LC 30) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=2ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)Gable studs spaced at 2-0-0 oc. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ``111111 1111 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-M wide will ,%% Q1,1I N V �I�� fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. �� ,�,•' Ci E N S'•.���i� 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 118 Ib uplift at joint 3,115 Ib uplift at joint 4 and 291 Ib uplift at joint 5. N 68182 i 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)119 Ib down and 143 Ib up at 1-6-1, and 119 Ib down and 143 Ib up at 1-6-1 on top chord,and 51 Ib down and 118 Ib up at 1-6-1,and 51 Ib down and 118 Ib up at 1-6-1 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. cc Z 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). p T F LOADCASE(S)Standard �� '.� Q;•' _ �� 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 J# �1 •'` �� Uniform Loads(plf) ��I Sl) ••• ` �, Vert:1-2=-60,2-3=-60,4-6=-20 Concentrated Loads(lb) Vert:7=95(F=47,B=47)8=49(F=25,B=25) FL Cert. 6634 March 5,2015 A WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/I-7473 rev.02/1612015 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. III Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Nil' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Oty Ply 730169 76888742 730169 HJ3B Diagonal Hip Girder 4 1 Job Reference Tonal American Builders Supply, Sanford,Florida 7.530 s Jul 112014 MTek Industries,Inc. Thu Mar 05 11:01:44 2015 Page 1 ID:andSZUBD?bE8f3poTfTd7lziLrw-96K1 uDFJ??upljatxeVzYLN_KcxZxNWasgnH4za?iL -1-10-10 4-2-3 1-10-10 4-2-3 Scale=1:13.3 4 3.54 F12 3x4% 3 12 2 N N 1 13 5 4x8 11 4-23 4-2-3 Plate Offsets(X,Y)- [2:0-2-8,0-0-15j LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.02 5-8 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.20 Vert(TL) 0.02 5-8 >999 180 BCLL 0.0 ' I Rep Stress Incr NO WB 0.00 Horz(TL) -0.02 4 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:19lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. SLIDER Left 2x4 SP No.2 2-6-0 REACTIONS. (Ib/size) 4=55/Mechanical,2=229/0-8-2,5=14/Mechanical Max Horz2=84(LC 8) Max Uplift4=-33(LC 8),2=-150(LC 8),5=-3(LC 17) Max Grav4=68(LC 28),2=250(LC 28),5=38(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-12=-202/305 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;13=69ft;L=40ft;eave=2ft;Cat.Il; Exp C;Encl.,GCpi=0.18;MWFRS(directional);porch 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 111111 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 33 Ib uplift at joint 4,150 Ib uplift at joint 2 ���``,,U N and 3 Ib uplift at joint 5. �% PQ • F� �I 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. GEN ? 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)85 Ib down and 131 Ib up at 1-6-1, �� , �� SSC'• and 85 Ib down and 131 Ib up at 1-6-1 on top chord,and 50 Ib up at 1-6-1,and 50 Ib up at 1-6-1 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. N 68182 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S)Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25441 z Uniform Loads(plf) O T O F Vert:1-4=-60,5-6=-20 Concentrated Loads(lb) �c,•'\• Vert:12=87(F=44,B=44)13=57(F=28,8=28) ,i, lss, •• Q% /11111111, FL Cert. 6634 March 5,2015 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev.02/16 2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters 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 Ai�e� erector. Additional permanent bracing of the overall structure k the responsibility of the building designer.For general guidance regarding IY1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. So"Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 i S i Job Truss Truss Type Qty Ply 730169 76888743 730169 HJ5H Diagonal Hip Girder 1 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc. Thu Mar 05 11:01:45 2015 Page 1 I D:andSZU8D?bE8f3poTfTd7lziLrw-dJtQ5ZGymJ l gfs93UL005Zw9OOG_gCkgpWaKpWze?K -1-10-104-1-5 7-0-2 I 1-10-10 4-1-5 2-10-12 Scale=1:17.5 2.12 12 3 10 n N 2 I � 1 11 4 30= 0$$ 7-0-2 0$$ 6-3-10 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 1 Plates Increase 1.25 TC 0.39 Vert(LL) -0.04 4-9 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.08 4-9 >989 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:24 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=108/Mechanical,4=45/Mechanical,2=343/0-4-15 Max Horz 2=83(LC 20) Max Uplift3=-55(LC 4),2=-234(LC 4) Max Grav3=130(LC 17),4=81(LC 3),2=348(LC 28) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-8=-885/157,2-2=-284/197 BOT CHORD 2-9=-152/893,2-5=-175/251 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;13=69ft;L=40ft;eave=2ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left exposed;porch 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.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. ,``ll l 4)Refer to girder(s)for truss to truss connections. �% V 1 N 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 55 Ib uplift at joint 3 and 234 Ib uplift at joint Q 2. .•' GENS'• 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. � •. �. F '•• � 7)Hangers)or other connection device(s)shall be provided sufficient to support concentrated load(s)74 Ib down and 47 Ib up at 4-4-0, and 74 Ib down and 47 Ib up at 4-4-0 on top chord,and 20 Ib down and 64 Ib up at 1-6-1,20 Ib down and 64 Ib up at 1-6-1,and 9 Ib N 68182 down and 20 Ib up at 4-4-0,and 9 Ib down and 20 Ib up at 4-4-0 on bottom chord. The design/selection of such connection device(s)is *; •' the responsibility of others. ' 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). -0; Q Z) T F : 4i LOAD CASE(S)Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) , f•'•``���♦♦♦ Concentrated Vert:1-3=- 4-5=-20 20 Loads 014) �i�StS •• AL`\,��` Vert:9=75(F=38,B=38)10=77(F=38,8=38)11=20(F=10,B=10) !l111111�� FL Cert. 6634 March 5,2015 A WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7474 rev.02116/2015 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 parameters 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 ' Te� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding M 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type 730169 76888744 730169 HJ7 Diagonal Hip Girder 3 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 112014 MiTek Industries,Inc. Thu Mar 05 11:01:46 2015 Page 1 I D:ardSZU8D?bE8f3poTfTd7lziLrw-5VRoJvGaXc9XGOkG22XRdmTLsQZIPcR p2AJuMyze?U -1-10.10 5 6 6 9 10-1 1-10-10 5-641 4-3-11 Scale=1:22.7 4 3.54 12 13 3x4% 3 12 r4 N O eI) N 11 2 Lj 1 14 15 7 16 6 2x4= 2x4 11 3x4= 5 5 6 6 9-10-1 5-6-6 4 4-3-11 LOADING(psf) SPACING- '2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.03 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.08 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix-M) Weight:41 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 rb, ek recommends that Stabilizers and required cross bracing nstalled during truss erection,in accordance with Stabilizer allation guide. REACTIONS. (Ib/size) 4=124/Mechanical,2=340/0-8-2,5=261/Mechanical Max Horz2=153(LC 24) Max Uplift4=-68(LC 8),2=-139(LC 8),5=-34(LC 8) Max Grav4=124(LC 1),2=399(LC 28),5=261(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-11=-751/202,11-12=-599/128,3-12=-555/117 BOT CHORD 2-14=-208/730,14-15=-149/549,7-15=-149/549,7-16=-149/549,6-16=-149/549 WEBS 3-6=-597/162 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=2ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will ``1111111111111 fit between the bottom chord and any other members. `%O Qv I N VF 4)Refer to girders)for truss to truss connections. �� Q� 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 68 Ib uplift at joint 4,139 Ib uplift at joint 2 �� ,��G E N S'�'�� and 34 Ib uplift at joint 5. i 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. N 681 82 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)91 Ib down and 119 Ib up at 1-6-1, 56 Ib down and 82 Ib up at 1-6-1,71 Ib down and 55 Ib up at 4-4-0,74 Ib down and 64 Ib up at 4-4-0,and 97 Ib down and 90 Ib up at 7-1-15,and 98 Ib down and 93 lb up at 7-1-15 on top chord,and 52 Ib down and 83 Ib up at 1-0-1,5 Ib down and 48 Ib up at 1-6-1,14 Ib down and 16 Ib up at 4-4-0,9 Ib down and 14 Ib up at 4-4-0,and 24 Ib down and 6 Ib up at 7-1-15,and 24 Ib down and 5 Ib up at -0; Q 7-1-15 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. -PT F 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ;0'. , LOAD CASE(S)Standard ��i� 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) 1/11 A'1 11� Vert:1-4=-60,5-8=-20 FL Cert. 6634 March 5,2015 Continued on page 2 WARNING-Verify design paremeters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7173 rev.0111612015 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 parameters 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 MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 ob Truss Truss Type y 730169 76888744 730169 HJ7 Diagonal Hip Girder 3 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 112014 MiTek Industries,Inc.Thu Mar 05 11:01:46 2015 Page 2 I D:andSZU8D?bE8f3poTf Td7lziLrw-5V RoJvGaXc9XGOkG22XRdmTLsOZIPcRp2AJuMyze?iJ LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:11=119(F=82,B=37)12=53(F=22,B=31)13=-50(F=-27,B=-23)14=69(F=26,B=42)15=9(F=O,B=9)16=-30(F=-17,B=-13) A&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with Mi-Tek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters 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 MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Bullding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 i Job Truss Truss Type Ory Ply 730169 T6888745' 730169 MG1 Jack-Open Girder 1 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc. Thu Mar 05 11:01:47 2015 Page 1 I D:andSZU8D?bE8f3poTfTd7lziLrw-Zh?AW FHCIwHOuAJScm2gA_?OTgpO86ayGg3RuPze?il 7-0-0 r 7-0-0 2x4 II Scale=1:20.0 2 5.00 F12 1 6 7 8 3 5x6= 2x4 11 7-0-0 7-0-0 Plate Offsets(X,Y)— [1:0-4-5,0-0-3] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.87 Vert(LL) 0.18 3-5 >448 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.43 3-5 >192 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.04 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) _Weight:31 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 7-4-2 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=915/0-6-0,3=1231/Mechanical Max Horz 1=117(LC 8) Max Upliftl=-1 88(LC 8),3=-313(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;B=69ft;L=40ft;eave=7ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 188 Ib uplift at joint 1 and 313 Ib uplift at ,,`t%1 1 111111111111, joint 3. �%P` •V I N 6) Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �� Q � 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)533 Ib down and 136 Ib up at 2-1-4, , 0• •�G E N S'• and 533 Ib down and 136 Ib up at 4-1-4,and 533 Ib down and 136 Ib up at 6-1-4 on bottom chord. The design/selection of such : .' �. F •• i connection device(s)is the responsibility of others. N 68182 i 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S)Standard _ 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) T F 44/Z Vert:1-2=-60,1-3=-20 Q•• �(/ Concentrated Loads(lb) �i� '•'C 0 p;••����� Vert:6=-533(B)7=-533(6)8=-533(6) ,���SS `•• ` % F FL Cert. 6634 March 5,2015 A WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev.0211612015 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 parameters 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 A'Te� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type ty Ply 730169 76888746 730169 SF1 FLOOR 8 1 Job Reference(optional) American Builders Supply, Sanford,Florida 7.530 s Jul 11 2014 MiTek Industries,Inc. Thu Mar 05 11:01:47 2015 Page 1 I D:andSZU8D?bE8f3poTfTd7lziLrw-Zh?AW FHCIwHOuAJScm2gA_?R4gta8?YyGg3RuPze?il 0 8-0 4-1-4 7-10-0 0-8-0 3-5-4 3-8-12 Scale=1:14.9 0.13 12 4x4 11 3x4 11 4x4= 5 6 1 I-2 3 4x4= 4 12 11 9 8 7 4x4= 4x6= 3x4 11 2x4 11 0-6-4 -8- 4-14 7-10-0 0-64 0-1- 2 3-54 3-8-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 60.0 Plates Increase 1.00 TC 0.70 Vert(LL) -0.05 9 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.08 9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-S) Weight:35 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 [MI.Teltarecommends that Stabilizers and required cross bracing inslledduring truss erection,in accordance with Stabilizer tallation guide. REACTIONS. (Ib/size) 8=594/Mechanical,10=659/0-3-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-321/0,3-4=-1335/0,4-5=-361/0,5-8=-317/0 BOT CHORD 10-11=0/323,9-10=0/320,8-9=0/1331 WEBS 3-10=-647/0,3-9=0/1035,4-8=-991/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and V gypsum sheetrock be applied directly to the bottom chord. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 0 ,`,11111111//j�', % N N 68182 0: T F . .'W ` • • A% 111 FL Cert. 6634 March 5,2015 A WARNING-VerNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.0211612015 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 parameters 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 MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 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Tree Plantings: Please clarify measurements on the landscape plan to show all trees to be planted including their diameter, type and location. The Crape Myrtles shown don't have a diameter and the remaining trees shown don't meet the minimum requirements of 1 four inch tree per every 2,500 square feet of lot area. Derek W. Reeves Zoning Technician dreeves@coab.us