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1816 ATLANTIC BEACH DR NEW HOME DOCS CITY OF ATLANTIC BEACH j 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 SINGLE FAMILY DWELLING NEW MUST CALL BY 4PM FOR NEXT DAY INSPECTION: 247-5814 JOB INFORMATION: Job ID: 15-SFR-647 Job Type: SINGLE FAMILY RESIDENCE Description: NEW HOME Estimated Value: $516,300.00 Issue Date: 5/12/2015 Expiration Date: 11/8/2015 PROPERTY ADDRESS: Address: 1816 ATLANTIC BEACH DR RE Number: None GENERAL CONTRACTOR INFORMATION: Name: GLENN LAYTON HOMES Address: 517 Canal RD Phone: - - PERMIT INFORMATION: FEES: ENG REV RESIDENTIAL BLD $100.00 PLAN CHECK FEES $856.30 UTIL REV RESIDENTIAL BLDG $50.00 BUILDING PERMIT FEE $1,712.60 STATE DCA SURCHARGE $25.69 SEWER SDC-SYSTEM DEV CHG $4,050.00 STATE DBPR SURCHARGE $25.69 CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. �3 `s� CITY OF ATLANTIC BEACH s) 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 WATER CROSS CONNECTION $50.00 WATER SDC-SYSTEM DEV CHG $1,140.00 Total Payments: $8,380.28 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. FORM 405-10 BILE COPY FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Castaway Lot 62 Atlantic Beach Dr Builder Name: Glenn Layton Homes Street: i�14 Atlantic Beach Dr Permit Office: Duval City,State,Zip: Atlantic Beach,FL, 2233 Permit Number: Owner: C U (1 0 L01 A Jurisdiction: 261100 Design Location: FL,Jacksonviile 1. New construction or existing New(From Plans) 9. Wail Types(3125.3 sgft.) Insulation Area 2. Single family or multiple family Single-family a.Frame-Wood,Exterior R=19.0 3125.30 ft' b.N/A R= ft' 3. Number of units,if multiple family 1 c.N/A R= ft' 4. Number of Bedrooms 4 d.NIA R= ft' 5. Is this a worst case? No 10.Ceiling Types (2008.0 sqft.) Insulation Area a.Roof Deck(Unvented) R=21.0 2008.00 ft' 6. Conditioned floor area above grade(ft2) 3210 b.NIA R- ft' Conditioned floor area below grade(ft') 0 c.NIA R= ft2 11.Ducts R f12 7. Windows(569.0 sgft.) Description Area a.Sup:Main,Ret:Main,AH:Main 6 160 a. U-Factor: Dbl,U=0.35 569.05 ft2 b.Sup: 2nd Floor,Ret:2nd Floor,AH:2nd Floor 6 160 SHGC: SHGC=0.35 b. U-Factor: WA ft' 12.Cooling systems kBtumr Efficiency SHGC: a.Central Unit 34.4 SEER:14.00 c. U-Factor: N/A ft' b.Central Unit 17.8 SEER:14.00 SHGC: 13.Heating systems kBhdhr Efficiency d. U-Factor: NIA ft' a.Electric Heat Pump 34.4 HSPF:8.00 SHGC: b.Electric Heat Pump 17.8 HSPF:8.00 Area Weighted Average Overhang Depth: 5.588 ft. Area Weighted Average SHGC: 0.350 14.Hot water systems 8. Floor Types a.Natural Gas Tankless Cap:1 gallons(3210.0 sgft.) Insulation Area EF:0.590 a.Slab-On-Grade Edge Insulation R=0.0 2008.00 ft2 b. Conservation features b.Floor Over Other Space R=0.0 1202.00 ft2 None c.N/A R= ft' 15.Credits Pstat Glass/Floor Area: 0.177 Total Proposed Modified Loads: 39.82 PASS Total Standard Reference Loads: 63.92 1 hereby certify that the plans and specifications covered by Review of the plans and 'CK£sr4p this calculation are in compliance with the Florida Energy specifications covered by this Hyde _ ,$1 Code. Home Energy Services calculation indicates compliance Ale a L hren with the Florida Energy Code. PREPARED BY: Before construction is completed a DATE -__________ _ _ this building will be inspected for ! O compliance with Section 553.908 I hereby certify that this building,as designe ,is in compliance Florida Statutes. ♦� , with the Florida Ene odg. O0 wt. , OWNER/AGENT- _ BUILDING OFFICIAL: DATE ___ DATE: i 3" 36' d/ r - Compliance requires completion of a Florida Air Barrier and insulation Inspection Checklist 12/12/2014 2:02 PM EnergyGauge®USA-RaRes2010 Section 405.4.1 Compliant Software Page 1 of 6 PROJECT Title: Castaway Lot 62 Atlantic Beac Bedrooms: 4 Address Type: Street Address BuildingType: User Conditioned Area: 3210 Lot# 62 Owner: Total Stories: 2 Block/SubDivision: ABCC #of Units: 1 Worst Case: No PlatBook: Builder Name: Glenn Layton Homes Rotate Angle: 0 Street: Atlantic Beach Dr Permit Office: Duval CrossVentilation: County: Duval Jurisdiction: 261100 Whole House Fan: 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 V Design Location TMY Site Zone 97.5% 2.5% Winter Summer Degree Days Moisture Range FL,Jacksonville FL—JACKSONVILLE—INT 2 32 93 70 75 1281 49 Medium BLOCKS Number Name Area Volume 1 Block1 2008 20080 2 Block2 1202 10818 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 2008 20080 Yes 4 1 1 Yes Yes Yes 2 2nd Floor 1202 10818 No 0 3 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter Perimeter R-Value Area JoistR-Value Tile Wood Carpet 1 Slab-On-Grade Edge Insulatio Main 212 ft 0 2008 ft2 ---- 0.3 0 0.7 2 Floor Over Other Space 2nd Floor ____ ____ 1202 ft2 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 Metal 2246 ft2 502 ft' Unfinishe 0.96 No 0.4 No 21 26.6 / ATTIC V # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Fullattic Unvented 0 2008 ft' N N 12/12/2014 2:03 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 6 CEILING # Ceiling Type Space R-Value Area Framing Frac Truss Type 1 UnderAttic(Unvented) Main 0.1 806 ft2 0 Wood 2 Under Attic(Unvented) 2nd Floor 0.1 1202 ft2 0 Wood WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar Below # 0rnt To Wal__-T-ype _ p R-Value --F1---1n---Ft, _In Area R-Value_Fraction A ° 1 E Exterior Frame-Wood Main 19 15 0 10 0 150.0 ft2 0 0.23 0.8 0 2 E Exterior Frame-Wood Main 19 8.5 0 10 0 85.0 ft2 0 0.23 0.8 0 3 S Exterior Frame-Wood Main 19 10.5 0 10 0 105.0 ft2 0 0.23 0.8 0 4 E Exterior Frame-Wood Main 19 8 0 10 0 80.0 ft2 0 0.23 0.8 0 5 S Exterior Frame-Wood Main 19 12 0 10 0 120.0 ft2 0 0.23 0.8 0 6 S Exterior Frame-Wood Main 19 14 0 10 0 140.0 ft2 0 0.23 0.8 0 7 S Exterior Frame-Wood Main 19 17.7 0 10 0 177.0 ft2 0 0.23 0.8 0 8 W Exterior Frame-Wood Main 19 16 0 10 0 160.0 ft2 0 0.23 0.8 0 9 N Exterior Frame-Wood Main 19 14 0 10 0 140.0 ft2 0 0.23 0.8 0 10 W Exterior Frame-Wood Main 19 20.5 0 10 0 205.0 ft2 0 0.23 0.8 0 11 W Exterior Frame-Wood Main 19 9 0 10 0 90.0 ft2 0 0.23 0.8 0 12 N Exterior Frame-Wood Main 19 8.7 0 10 0 87.0 ft2 0 0.23 0.8 0 13 W Exterior Frame-Wood Main 19 7.5 0 10 0 75.0 ft2 0 0.23 0.8 0 14 N Exterior Frame-Wood Main 19 20 0 10 0 200.0 ft2 0 0.23 0.8 0 15 E Exterior Frame-Wood Main 19 7.5 0 10 0 75.0 ft2 0 0.23 0.8 0 16 N Exterior Frame-Wood Main 19 6.7 0 10 0 67.0 ft2 0 0.23 0.8 0 17 E Exterior Frame-Wood Main 19 15.5 0 10 0 155.0 ft2 0 0.23 0.8 0 18 S Exterior Frame-Wood 2nd Floor 19 13.5 0 9 0 121.5 ft2 0 0.23 0.8 0 19 W Exterior Frame-Wood 2nd Floor 19 16 0 9 0 144.0 ft2 0 0.23 0.8 0 20 N Exterior Frame-Wood 2nd Floor 19 6.7 0 9 0 60.3 ft2 0 0.23 0.8 0 _21 E Exterior Frame-Wood 2nd Floor 19 8 0 9 0 72.0 ft2 0 0.23 0.8 0 22 S Exterior Frame-Wood 2nd Floor 19 17.3 0 9 0 155.7 ft2 0 0.23 0.8 0 23 N Exterior Frame-Wood 2nd Floor 19 12 0 9 0 108.0 ft2 0 0.23 0.8 0 24 N Exterior Frame-Wood 2nd Floor 19 9 0 9 0 81.0 ft2 0 0.23 0.8 0 25 E Exterior Frame-Wood 2nd Floor 19 7 0 9 0 63.0 ft2 0 0.23 0.8 0 26 E Exterior Frame-Wood 2nd Floor 19 2 0 9 0 18.0 ft2 0 0.23 0.8 0 27 N Exterior Frame-Wood 2nd Floor 19 6.7 0 9 0 60.3 ft2 0 0.23 0.8 0 28 E Exterior Frame-Wood 2nd Floor 19 14.5 0 9 0 130.5 ft2 0 0.23 0.8 0 DOORS # Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 E Insulated Main Metal .28 .1 .1 .0 ft2 12/12/2014 2:03 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 6 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 E 1 Vinyl Low-E Double Yes 0.35 0.35 24.0 ft2 1 ft 0 in 1 ft 0 in None None 2 E 1 Vinyl Low-E Double Yes 0.35 0.35 16.0 ft2 8 ft 0 in 1 ft 0 in None None 3 E 2 Vinyl Low-E Double Yes 0.35 0.35 16.5 ft2 1 ft 0 in 1 ft 0 in None None 4 E 4 Vinyl Low-E Double Yes 0.35 0.35 6.0 ft2 1 ft 0 in 1 ft 0 in None None 5 S 6 Vinyl Low-E Double Yes 0.35 0.35 18.0 ft2 1 ft 0 in 1 ft 0 in None None 6 S 7 Vinyl Low-E Double Yes 0.35 0.35 33.0 ft2 1 ft 0 in 1 ft 0 in None None 7 W 8 Vinyl Low-E Double Yes 0.35 0.35 49.5 ft' 1 ft 0 in 1 ft 0 in None None 8 N 9 Vinyl Low-E Double Yes 0.35 0.35 24.0 ft2 32 ft 0 in 1 ft 0 in None None 9 W 10 Vinyl Low-E Double Yes 0.35 0.35 96.0 ft2 10 ft 0 in 1 ft 0 in None None 10 W 10 Vinyl Low-E Double Yes 0.35 0.35 24.0 ft2 10 ft 0 in 1 ft 0 in None None 11 W 11 Vinyl Low-E Double Yes 0.35 0.35 22.5 ft2 1 ft 0 in 1 ft 0 in None None 12 N 14 Vinyl Low-E Double Yes 0.35 0.35 11.3 ft2 1 ft 0 in 1 ft 0 in None None 13 E 15 Vinyl Low-E Double Yes 0.35 0.35 24.0 ft2 6.5 ft 0 in 1 ft 0 in None None 14 N 16 Vinyl Low-E Double Yes 0.35 0.35 16.5 ft2 1 ft 0 in 1 ft 0 in None None 15 E 17 Vinyl Low-E Double Yes 0.35 0.35 16.5 ft2 1 ft 0 in 1 ft 0 in None None 16 W 19 Vinyl Low-E Double Yes 0.35 0.35 60.3 ft2 10 ft 0 in 1 ft 0 in None None 17 E 21 Vinyl Low-E Double Yes 0.35 0.35 15.0 ft2 1 ft 0 in 1 ft 0 in None None 18 S 22 Vinyl Low-E Double Yes 0.35 0.35 30.0 ft2 1 ft 0 in 1 ft 0 in None None 19 N 23 Vinyl Low-E Double Yes 0.35 0.35 30.0 ft2 1 ft 0 in 1 ft 0 in None None 20 N 24 Vinyl Low-E Double Yes 0.35 0.35 6.0 ft2 1 ft 0 in 1 ft 0 in None None 21 E 28 Vinyl Low-E Double Yes 0.35 0.35 30.0 ft2 1 ft 0 in 1 ft 0 in None None INFILTRATION # Scope Method SLA CFM 50 ELA Eq LA ACH ACH 50 1 Wholehouse BestGuess .0003 2526 138.67 260.79 .2844 4.9051 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump None HSPF:8 34.4 kBtu/hr 1 sys#1 2 Electric Heat Pump None HSPF:8 17.8 kBtu/hr 2 sys#2 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit None SEER: 14 34.4 kBtu/hr 1032 cfm 0.75 1 sys#1 2 Central Unit None SEER: 14 17.8 kBtu/hr 534 cfm 0.75 2 sys#2 12/12/2014 2:03 PM EnergyGauge@ USA-FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 6 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Natural Gas Tankless Exterior 0.59 1 gal 70 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model# Collector Model# Area Volume FEF None None 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 Main 6 160 ft2 Main 40 ft2 Default Leakage Main (Default) (Default) 1 1 2 2nd Floor 6 160 ft2 2nd Floor 40 ft2 Default Leakage 2nd Floor (Default) (Default) 2 2 TEMPERATURES ProgramableThermostat: Y Ceiling Fans: Coolin Jan Feb Mar Apr Sep ct Nov Dec Heating Jan H Feb ki Mar �X�Apr Jan Feb Mar AMay rj Jun Ju A Oct Nov Dec VJun ri Jul Jul �JunXl Aug �Xj Sep Oct X Nov Dec enting ThermostatSchedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling(WD) AM 78 78 78 78 78 78 78 78 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 12/12/2014 2:03 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: 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 controls and cooling system. Where forced-air furnace is primary system, programmable thermostat is required. Heat pumps with supplemental electric heat must prevent supplemental heat when compressor can meet the load. Ducts 403.2.2 All ducts, air handlers, filter boxes and building cavities which form the primary air containment passageways for air distribution systems shall / be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section 503.2.7.2 of this code. 403.3.3 Building framing cavities shall not be used as supply ducts. Water heaters 403.4 Heat trap required for vertical pipe risers. Comply with efficiencies in Table 403.4.3.2. Provide switch or clearly marked circuit breaker (electric) or shutoff (gas). Circulating system pipes insulated to = R-2 + accessible manual OFF switch. Mechanical 403.5 Homes designed to operate at positive pressure or with mechanical ventilation ventilation systems shall not exceed the minimum ASHRAE 62 level. / No make-up air from attics, crawlspaces, garages or outdoors adjacent ✓ to pools or spas. Swimming Pools 403.9 Pool pumps and pool pump motors with a total horsepower(HP) of= 1 &Spas HP shall have the capability of operating at two or more speeds. Spas and heated pools must have vapor-retardant covers or a liquid cover or other means proven to reduce heat loss except if 70% of heat from site-recovered energy. Off/timer switch required. Gas heaters minimum thermal efficiency=78% (82% after 4/16/13). Heat pump pool heaters minimum COP=4.0. Cooling/heating 403.6 Sizing calculation performed & attached. Minimum efficiencies per Tables 503.2.3. Equipment efficiency verification required. Special equipment occasion cooling or heating capacity requires separate system or variable capacity system. Electric heat >10kW must be divided into two or more stages. Ceilings/knee walls 405.2.1 R-19 space permitting. 12/12/2014 2:03 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 6 of 6 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 62 The lower the EnergyPerformance Index, the more efficient the home. 0 lu Atlantic Beach Dr, Atlantic Beach, FL, 3 �� 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 3125.30 ft2 b. N/A R= ft2 3. Number of units,if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10.Ceiling Types Insulation Area 5. Is this a worst case? No a.Roof Deck(Unvented) R=21.0 2008.00 ft2 6. Conditioned floor area(ft2) 3210 b. N/A R= ft2 7. Windows" Description Area c. R= ft2 a. U-Factor: Dbl,U=0.35 569.05 ft2 11. Duct s R ft2 a.Sup: Main,Ret:Main,AH:Main 6 160 SHGC: SHGC=0.35 b.Sup: 2nd Floor,Ret:2nd Floor,AH:2nd Floor 6 160 b. U-Factor: N/A ft2 SHGC: 12.Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft2 a.Central Unit 34.4 SEER:14.00 SHGC: b.Central Unit 17.8 SEER:14.00 d. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency a. Electric Heat Pump 34.4 HSPF:8.00 Area Weighted Average Overhang Depth: 5.588 ft. b. Electric Heat Pump 17.8 HSPF:8.00 Area Weighted Average SHGC: 0.350 8. Floor Types Insulation Area 14.Hot water systems 2 a. Natural Gas Cap: 1 gallons a.Slab-On-Grade Edge Insulation R=0.0 2008.00 ft EF:0.59 b. Floor Over Other Space R=0.0 1202.00 ft2 c. N/A R= ft2 b. Conservation features None 15.Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building E�� Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home: 0 Df City/FL Zip: Q � F D WE 1� 3033 '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: Castaway 1 Castaway Lot 62 Atlantic Beach Dr Builder Name: Glenn Layton Homes Street: I p )Lf Atlantic Beach Dr Permit Office: Duval City,State,Zip: Atlantic Beach, FL,3 ZZ�j3 Permit Number: Owner: Jurisdiction: 261100 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. V Air-permeable insulation is not used as a sealing material. Air-permeable insulation is inside of an air barrier. Ceiling/attic Air barrier in any dropped ceiling/soffit is substantially aligned with insulation and any gaps are sealed. Attic access (except unvented attic), knee wall door, or drop down stair is sealed. Walls Corners and headers are insulated. Junction of foundation and sill plate is sealed. Windows and doors Space between window/doorjambs and framing is sealed. ✓ Rim joists Rim joists are insulated and include an air barrier. V 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 V 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. EnergyGaugeO USA-FlaRes2010 Section 405.4.1 Compliant Software Arknv rILL; vvr i Castaway Lot 62 Atlantic Beach Dr HVAC Load Calculations for Glenn Layton Homes 3787 Palm Valley Rd Ste. 102-157 Ponte Vedra, FL 32082 RHVACRgsmzi�MAL HVAC OADs Prepared By: Jason McDuffie Home Energy Services 2060 Davis Rd. Jacksonville, FL 32218 904 757-3569 Friday, December 12, 2014 Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. Lyac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc Energy Services Castaway Lot 62 Atlantic Beachonvilte,FL 32218 Page Z; Project Report NOW VAJJJWA IMAN W1 WW//// Project Title: Castaway Lot 62 Atlantic Beach Dr Designed By: Alexa Laughren Project Date: Friday, December 12, 2014 Project Comment: This equipment can be replaced in name or by equal or greater SEER or HSFP as stated on the FL. Energy Code Client Name: Glenn Layton Homes Client Address: 3787 Palm Valley Rd Ste. 102-157 Client City: Ponte Vedra, FL 32082 Client Phone: 904 758 4380 Client Website: www.glennlaytonhomes.com Company Name: Home Energy Services Company Representative: Jason McDuffie Company Address: 2060 Davis Rd. Company City: Jacksonville, FL 32218 Company Phone: 904 757-3569 Company E-Mail Address: ecalcs@hesjax.com Company Website: www.hesjax.com Company Comment: Reference City: Jacksonville, Florida Building Orientation: Front door faces East Daily Temperature Range: Medium Latitude: 30 Degrees Elevation: 26 ft. Altitude Factor: 0.999 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 32 29.92 n/a n/a 70 n/a Summer: 94 77 47% 50% 75 48 Total Building Supply CFM: 1,778 CFM Per Square ft.: 0.554 Square ft. of Room Area: 3,210 Square ft. Per Ton: 857 Volume(ft')of Cond. Space: 37,312 Total Heating Required Including Ventilation Air: 36,340 Btuh 36.340 MBH Total Sensible Gain: 39,076 Btuh 87 % Total Latent Gain: 5,877 Btuh 13 % Total Cooling Required Including Ventilation Air: 44,953 Btuh 3.75 Tons (Based On Sensible + Latent) Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. C:\ ...\Spec Lot 62 Atlantic Beach Dr.rh9 Friday, December 12, 2014, 1:34 PM Ehvac-Residential&Light Commercial HVAC Loads / Elite Software Development,Inc. ome Energy Services(//'�� � Castaway Lot 62 Atlantic Beach Dr o..cksonville,FL 3229$® Page,3 I Miscellaneous Report Winter: 32 29.92 80% n/a 70 n/a Summer: 94 77 47% 50% 75 48.06 S7et4f "2nd Floor jnput,pata Winter: 32 29.92 80% n/a 70 n/a Summer: 94 77 47% 50% 75 48.06 Main Trunk Runouts Calculate: Yes Yes Use Schedule: Yes Yes Roughness Factor: 0.01000 0.01000 Pressure Drop: 0.1000 in.wg./100 ft. 0.1000 in.wg./100 ft. Minimum Velocity: 550 ft./min 450 ft./min Maximum Velocity: 600 ft./min 750 ft./min Minimum Height: 0 in. 0 in. Maximum Height: 0 in. 0 in. Winter Summer Infiltration Specified: 0.250 AC/hr 0.250 AC/hr 155 CFM 155 CFM Infiltration Actual: 0.250 AC/hr 0.250 AC/hr Above Grade Volume: X 37,312 Cu.ft. X 37,312 Cu.ft. 9,328 Cu.ft./hr 9,328 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 155 CFM 155 CFM Total Building Ventilation: 0 CFM 0 CFM ---System 1--- Infiltration &Ventilation Sensible Gain Multiplier: 20.88 = (1.10 X 0.999 X 19.00 Summer Temp. Difference) Infiltration &Ventilation Latent Gain Multiplier: 32.65 = (0.68 X 0.999 X 48.06 Grains Difference) Infiltration &Ventilation Sensible Loss Multiplier: 41.76 = (1.10 X 0.999 X 38.00 Winter Temp. Difference) Winter Infiltration Specified: 0.250 AC/hr(100 CFM) Summer Infiltration Specified: 0.250 AC/hr(100 CFM) ---System 2--- Infiltration &Ventilation Sensible Gain Multiplier: 20.88 = (1.10 X 0.999 X 19.00 Summer Temp. Difference) Infiltration &Ventilation Latent Gain Multiplier: 32.65 = (0.68 X 0.999 X 48.06 Grains Difference) Infiltration &Ventilation Sensible Loss Multiplier: 41.76 = (1.10 X 0.999 X 38.00 Winter Temp. Difference) Winter Infiltration Specified: 0.250 AC/hr(55 CFM) Summer Infiltration Specified: 0.250 AC/hr(55 CFM) C:\...\Spec Lot 62 Atlantic Beach Dr.rh9 Friday, December 12, 2014, 1:34 PM R Loads re ent,Inc. Castaway Lot62 Atlantic Beach Dr Jackson�/ ���� 1 page,4 Load Preview Report Net ft.2 Sen Lat Net Sen Sys Sys Sys Duct Act Scope Ton /Ton Area Gain Gain Gain Loss CFM CFM CFM Size Building _ 3.75 857 3,210 39,076 5,877 44,953 36,340 735 1,778 1,778 ......................... System 1 2.48 809 2,008 25,710 4,078 29,788 26,563 5371 1,170 20 Zone 1 2,008 25,710 4,078 29,788 26,563 537 1,170 20 1-Foyer 120 1,807 233 2,040 1,887 38 82 1--5 2-Study 99 3,320 295 3,615 2,115 431 151 2--5 3-Powder Room 32 0 0 0 0 0 /j 0 0--0 4-M Closet 96 956 311 1,267 2,181 44 44 1--4 5-Owners Bath 143 859 217 1,076 1,810 37 39 1-A 6-0 Toilet 21 16 0 16 17 0 1 1 1-13 7-Owners Suite 384 6,195 741 6,936 6,482 131s 282 3--6 8-Living 529 5,309 918 6,227 3,306 67 ' 242 3--5 9-16tchen 194 3,638 475 4,113 2,140 43 166 2--5 10-Laundry 150 1,999 543 2,542 4,052 82 g 91 1--6 11-Dining 240 1,611 345 1,956 2,573 52 73 1--5 System 2 1.26 951 1,202 13,366 1,799 15,165 9,777 198 608 608 14 Zone 1 1,202 13,366 1,799 15,165 9,777 198 608 608 14 12-Loft 352 4,853 706 5,559 3,365 68 221 221 3--5 13-Bath 3 48 255 0 255 310 6 12 12 1-A 14-Suite 4 268 2,467 276 2,743 1,943 39 112 112 2-4 15-Suite 2 192 2,112 192 2,304 1,447 29 96 96 1--6 16-Bath 2Toilet 63 559 255 814 877 18 25 25 1-A 17-Bath 2 54 127 32 159 184 4 6 6 1-A 18-Suite3 225 2,992 338 3,330 1,651 33 136 136 2--5 C:\ ...\Spec Lot 62 Atlantic Beach Dr.rh9 Friday, December 12, 2014, 1:34 PM Rhvac-Residential&Light Commercial MVAC Loads - Elite Software Development,Inc. Home Energy Services � Castaway Lot 62 Atlantic Beach Dr Jacksonville,FL 3224 Page 5' Duct Size Preview Room or SourcR Minimum Maximum Rough. Design SP Duct Duct Htg Clg Act. I Duct Duct Name Velocity Velocity Factor L/100 Loss Velocity Length Flon, -Floy�,,.,.� Flow Size System__1_...........____._.....__..............._................. �_._...... Supply Runouts Zone 1 1-Foyer Built-In 450 750 0.01 0.1 602.9 38 82 1--5 2-Study Built-In 450 750 0.01 0.1 553.8 43 c' 151 2--5 3-Ponder Room Built-In 450 750 0.01 0.1 0 00 0_0 4-M Closet Built-In 450 750 0.01 0.1 498.7 44 44 1-4 5-Owners Bath Built-In 450 750 0.01 0.1 448.1 37 39 1-4 6-0 Toilet Built-In 450 750 0.01 0.1 8.1 0 1 1--4 7-Owners Suite Built-In 450 750 0.01 0.1 478.5 131 282 3--6 8-Living Built-In 450 750 0.01 0.1 590.5 67 242 3-5 9-Kitchen Built-In 450 750 0.01 0.1 607 43 166 2--5 10-Laundry Built-In 450 750 0.01 0.1 463.1 82 91 1-6 11-Dining Built-In 450 750 0.01 0.1 537.5 52 73 1--5 Other Ducts in System 1 Supply Main Tnink Built-In 550 600 0.01 0.1 536.2 537 1,170 20 System 2 Supply Runouts Zone 1 12-1-oft Built-In 450 750 0.01 0.1 539.8 68 �' 221 3--5 13-Bath 3 Built-In 450 750 0.01 0.1 133 6 �� ', 12 1 14-Suite 4 Built-In 450 750 0.01 0.1 643.2 39 112 2-4 15-Suite 2 Built-In 450 750 0.01 0.1 489.4 29 96 1--6 16-Bath 2 Toilet Built-In 450 750 0.01 0.1 291.6 18 25 1-4 17-Bath 2 Built-In 450 750 0.01 0.1 66.2 4 6 1-4 18-Suite 3 Built-In 450 750 0.01 0.1 499.2 33136 2--5 Other Ducts in System 2 Supply Main Trunk Built-In 550 600 0.01 0.1 568.9 198 608 14 Summary .._......_.......-....--_-...............__-_.._................-_____._........_____.___............._......._._......_...................__ .........__. System 1 Heating Flow: 537 Cooling Flow: 1170 System 2 Heating Flow: 198 Cooling Flow: 608 C:\...\Spec Lot 62 Atlantic Beach Dr.rh9 Friday, December 12, 2014, 1:34 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. Home Energy Services Castaway Lot 62 Atlantic Beach Dr i Jacksonville,FL 32218 Page 6 Total Building Summary Loads rea Se rs //O� !/�'��� tion an Los %/j/, .,.�� 10D-f: Glazing-French door, double pane low-e glass (e = 24 319 0 966 966 0.10), insulated fiberglass frame, u-value 0.35, SHGC 0.35 4A-6-o: Glazing-Double pane low-e (e = 0.20 or less), 316.8 4,214 0 8,665 8,665 high performance, operable window, a=0.05 on surface 2, any frame, u-value 0.35, SHGC 0.35 10D-f: Glazing-French door, double pane low-e glass (e = 132.3 1,758 0 2,182 2,182 0.10), insulated fiberglass frame, u-value 0.35, SHGC 0.35 4A-6-d: Glazing-Double pane low-e (e= 0.20 or less), 96 1,276 0 1,556 1,556 high performance, sliding glass door, a=0.05 on surface 2, any frame, u-value 0.35, SHGC 0.35 12E-Osw: Wall-Frame, R-19 insulation in 2 x 6 stud 2556.2 6,607 0 3,724 3,724 cavity, no board insulation, siding finish, wood studs 18A1-21o: Roof/Ceiling-Roof Joists Between Roof Deck 2651.8 4,735 0 3,739 3,739 and Ceiling or Foam Encapsulated Roof Joists, Spray Foam Insulation, Dark or Bold-Color Asphalt Shingle, Dark Metal, Dark Membrane, Dark Tar and Gravel, R-21 open cell 1/2 Ib. spray foam, 5.5 inches in 2 x 6 joist cavity, 1 inch on joist 22A-ph: Floor-Slab on grade, No edge insulation, no 212 10,939 0 0 0 insulation below floor, any floor cover, passive, heavy moist soil Subtotals for structure: 29,848 0 20,832 20,832 People: 4 800 920 1,720 Equipment: 0 10,900 10,900 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 155, Summer CFM: 155 6,492 5,077 3,246 8,323 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 AED Excursion: 0 0 3,178 3,178 Total Building Load Totals: 36,340 5,877 39,076 44,953 Total Building Supply CFM: 1,778 CFM Per Square ft.: 0.554 Square ft. of Room Area: 3,210 Square ft. Per Ton: 857 Volume (ft3) of Cond. Space: 37,312 FIAMEM Total Heating Required Including Ventilation Air: 36,340 Btuh 36.340 MBH Total Sensible Gain: 39,076 Btuh 87 % Total Latent Gain: 5,877 Btuh 13 % Total Cooling Required Including Ventilation Air: 44,953 Btuh 3.75 Tons (Based On Sensible + Latent) Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. C:\...\Spec Lot 62 Atlantic Beach Dr.rh9 Friday, December 12, 2014, 1:34 PM Rhvac-Residential&Light Commercial HVAC Loads Elite Software Development,Inc. Home Energy Services Castaway Lot 62 Atlantic Beach Dr Jacksonville,FL 32218 Page 7 Building Pie Chart Infiltration 18% Floor 30% Building Loss 36,340 Btuh Glass 21% Roof 13% 'I Wall 18% Roof 8% ED Excursion 7% Wall 8% Infiltration 19% Building Gain 44,953 Btuh Glass 30% Equipment 24% People 4% C:\...\Spec Lot 62 Atlantic Beach Dr.rh9 Friday, December 12, 2014, 1:34 PM Elite Software Development,Inc. EacksQr 56ergy SE Castaway Lot 62 Atlantic Beach Dr elle,FL 32218> Page 8 System 1 Room Load Summary ---Zone 1--- 1 Foyer 120 1,887 38 1-5 603 1,807 233 82 82 2 Study 99 2,115 43 2-5 554 3,320 295 151 151 3 Powder Room 32 0 0 0-0 0 0 0 0 0 4 M Closet 96 2,181 44 1-4 499 956 311 44 44 5 Owners Bath 143 1,810 37 1-4 448 859 217 39 39 6 0 Toilet 21 17 0 1-4 8 16 0 1 1 7 Owners Suite 384 6,482 131 3-6 478 6,195 741 282 282 8 Living 529 3,306 67 3-5 591 5,309 918 242 242 9 Kitchen 194 2,140 43 2-5 607 3,638 475 166 166 10 Laundry 150 4,052 82 1-6 463 1,999 543 91 91 11 Dining 240 2,573 52 1-5 537 1611 345 73 73 ...... ._....... ........ - - . ........ - -- S stem 1 total 2,008 26 563 537 25,710 4,078 1,170 1,170 System 1 Main Trunk Size: 20 in. Velocity: 536 ft./min Loss per 100 ft.: 0.036 in.wg Net Required: 2.48 86%/ 14% 25,710 4,078 29,788 Actual: 2.87 75% /25% 25,800 8,600 34,400 Heating System Cooling System Type: Air Source Heat Pump Air Source Heat Pump Model: 25HNB536A**31 25HNB536A**31 Indoor Model: CSPH*4212AL* Brand: CARRIER CARRIER Description: Air Source Heat Pump Air Source Heat Pump Efficiency: 8.2 HSPF 14 SEER Sound: 0 0 Capacity: 34,600 Btuh 34,400 Btuh Sensible Capacity: n/a 25,800 Btuh Latent Capacity: n/a 8,600 Btuh AHRI Reference No.: n/a 7402235 C:\ ...\Spec Lot 62 Atlantic Beach Dr.rh9 Friday, December 12, 2014, 1:34 PM MT pis EliWSbf*are Development,Inc. Home'1_ner9Y /O Y$ervice '° � Castaway Lot 62 Atlantic Beach Dr „ ;% j Jacksonville,FL 3221 i %� ge.9_j System 2 Room Load Summary uct t) ct Sens Lat Clg Sys j//'%' I Btuh Btuh CFM CFM ---Zone 1--- 12 Loft 352 3,365 68 3-5 540 4,853 706 221 221 13 Bath 3 48 310 6 1-4 133 255 0 12 12 14 Suite 4 268 1,943 39 2-4 643 2,467 276 112 112 15 Suite 2 192 1,447 29 1-6 489 2,112 192 96 96 16 Bath 2 Toilet 63 877 18 1-4 292 559 255 25 25 17 Bath 2 54 184 4 1-4 66 127 32 6 6 18 Suite 3 225 1,651 33 2-5 499 2,992 338 136 136 System 2 total 1,202 9,777 198 13,366 1,799 608 608 System 2 Main Trunk Size: 14 in. Velocity: 569 ft./min Loss per 100 ft.: 0.066 in.wg Net Required: 1.26 88%/12% 13,366 1,799 15,165 Actual: 1.48 75%/25% 13,350 4,450 17,800 Heating System Cooling System Type: Air Source Heat Pump Air Source Heat Pump Model: 25HCD418A**30 25HCD418A**30 Indoor Model: CSPH*2412AL* Brand: CARRIER CARRIER Description: Air Source Heat Pump Air Source Heat Pump Efficiency: 8 HSPF 14 SEER Sound: 0 0 Capacity: 17,600 Btuh 17,800 Btuh Sensible Capacity: n/a 13,350 Btuh Latent Capacity: n/a 4,450 Btuh AHRI Reference No.: n/a 7399842 C:\ ...\Spec Lot 62 Atlantic Beach Dr.rh9 Friday, December 12, 2014, 1:34 PM CITY OF ATLANTIC BEACH j 800 SEMINOLE ROAD !J ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 DRIVEWAY PERMIT MUST CALL BY 4PM FOR NEXT DAY INSPECTION: 247-5814 JOB INFORMATION: Job ID: 15-DWAY-648 Job Type: DRIVEWAY Description: DRIVEWAY NEW HOME Estimated Value: Issue Date: 5/8/2015 Expiration Date: 11/4/2015 PROPERTY ADDRESS: Address: 1816 ATLANTIC BEACH DR RE Number: None GENERAL CONTRACTOR INFORMATION: Name: GLENN LAYTON HOMES Address: 517 Canal RD Phone: - - PERMIT INFORMATION: UTILITY DEPT.: 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 RTl concrete box with metal lid. Cleanout to be set to grade and visible. FEES: Total Payments: $0.00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. CITY OF ATLANTIC BEACH PUBLIC UTILITIES 1200 Sandpiper Lane ATLANTIC BEACH,FL 32233 r�JF31>� (904) 270-2535 or(904) 247-5874 NEW WATER/SEWER TAP REQUEST Date: -15- Project Address: I 1?/& t4%/ANT/G SgArg De- No. of Units: Commercial Residential Multi-Family New Water Tap(s)& Meter(s) Meter Size(s)_ 31141 New Irrigation Meter ✓ Upgrade Existing Meter from to (size) 3 ' New Reclaimed Water Meter V/ Size New Connection to City Sewer Name: b� Applicant Address: City: State: Zip Phone Number: Cell Number: Email Address Fax: Signature: (Applicant) CITY STAFF USE ONLY Application# 4 117 Water System Development Charge $ / /y v , v p Sewer System Development Charge $ Dv Water Meter Only $ / S-, 4 a Reclaimed Meter Only $ 19,5-. 00 Water Meter Tap $ (notes) Sewer Tap $ Cross Connection $ 1-5191 00 Other $ TOTAL $ APPROVED: Kayle Moore, PE (Deputy PW Director or Authorized Signature) ALL TAP REQUEST MUST BE APPROVED BY UTLITIES DEPARTMENT BEFORE FEES CAN BE ASSESSED From Layton Homes 1.904.562.3335 Tue Mar 31 12:38:46 2015 MST Page 2 of 3 Doc # 2015068709, OR BK 17110 Page 33, Number Pages: 2, Recorded 03/26/2015 at 02:57 PM, Ronnie Fussell CLERK CIRCUIT COURT DUVAL COUNTY RECORDING $18.50 FILE COPY This Instrument Prepared By. C.Guy Bond,Esq. Law Offices of C. Guy Bond,P.A. 11437 Central Parkway,Suite 102 Jacksonville,FL 32224 Permit No.157- St R -&V97 Tax Folia No. NOTICE ON COMINIENCEMENT STATE OF FLORIDA COUNTY OF THE UNDERSIGNED hereby gives notice that iinprovcn:cnt will be made to certain real property,and in accordance with Chapter 713,Florida Statutes,the following information is provided in this Notice of Commencement. 1. Description of property: a. Address: xxx Atlantic Beach Dr Atlantic Beach,FL 32233 2. Legal Description: Lot 62, Atlantic Beach Country Club Unit 2, according to the Plat thereof as recorded in Plat Book 67, page(s) 132 through 137, inclusive, of the Public Records of Duval County, Florida. General description of improvement: Constntction of residential home 3. Owner information: a. Name and addre :3787 Layton Horace,LLC,a Florida ii 'ted liability company Palm Valley Road,Str 1112-4 32082 b. Interest in property: Fee Simple 4. Contractor. a. Nance and address: Glenn Layton Homes,LLC,a Florida limited liability company 3787 Palm Valley Road,Ste 102-157 Ponte Vedra Beach,FL 32082 b. Phone number: 'i OV' 4-S Y?8C 5. Surety: N/A 6. Lender: it. Namo and address: 12'b Strect FLA,LLC,a Georgia limited liability company 100 Riverview Placc Savartnah,GA 31404 Attn:Lisa Fontaine b. Phone number: 7. N,A From Layton Homes 1.904.562.3335 Tue Mar 31 12:38:46 2015 MST Page 3 of 3 FILE COPY 8. N/A 9. Expiration date of notice of communcernent (Lite expiration date is I year from the date of recording unless a different date is specified)____ _ . WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART 1, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN. YOUR PAYING TWICE FOR IMPROVEMENTSTO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE. COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. "BORROWER" f Glenn Layton Homes, LLC,a-Flq#ida limited liability com an Glenn R_ Layton,manager Ilk STATE OF FLORIDA COUNTY OF Wt's vkk The foregoing instrument was acknowledged before me this 4"f day of March, 2015, by Glenn R. Layton as manager on behalf of Glenn.Layton Homes, LI-C. a Florida limited liability company. He is personally known to the or produced -- ---_as identific" . Nota , Pu -hc Naln- JESSiCAK.WRjQHi' My C=ommission Expires: NOTARY F'U LIC STATE OF Fl.OAM stAt f'Fp80Ci64 U § \ / / e c a a u e x f E CL \ % 3 CD m \ \ % > \ § \ \ \ k > Cl) \ ® ® > © 0 a / a 3 $ » � o = o 5 0 = 2 m - E. +. ° - / J _/ 6 $ J & \ m R / ® @ / = m $5, \ CL / \ / \ to C—Dƒ \ \ \ 0 jco / ƒ \ tea 0 f \ _ _ _ § - - _ $ a / 6 7 § 0 e - § _ § _ E _ W 0 m s = ° { ƒ o 3 m « 0CL07 » m o c wog. = ° o 0 0 cn / 2 Ca _ / 5,,< a@ § 7 ^ \ \ e \ q > 7 _ � to§/ R / / o 2 2 2 2 + 2 2 2 7 § §= J \ \ \ \ 7 \ \ \ i E ® / ° 7 § c a 2 = & M / % : « - 9 ° \ Aƒ / \ ƒ _\ aa \ E 2 ° ® \ e j 3 3 ® < c = ». 2 0-0 -3 = = O « « « K = « « T = R = -. � » = 5 5 5 5 = e Cr % § _ � - ■ (D / ƒ \ \ § / / / \ E § 0 / @ \ @ $ ° = J / \ \ c \ o a 5 % a / / ° = 9 q ) 6 0 0-- ». # > = c / s= 0 n � E ■ C ƒ / \ \ 2 ■ = a= > n 2 § ee r - & \ } \° ° = 0o m k / ) 3 / q EL = ® � \ k > ao ° w E § n ; � / / ƒ I ƒ / / / D ° m 2 2 2 2 \ 7 2 2 � � c / c ) \ / CI- a)§ £ § ® § - - _ s / M / \ \ \ \ \ \ \ cn (D 0 \ o o '0 \ ƒ CL/ M \ U) ® ƒ _ _ ® / CD § 3 # -n o e e m � -Ti b 2 7 7 E 22 2 / / N) cri / N) � a E w M � 9@ � � � ® / m C'> 0 -.0 � � � n o = w c a w e 9 \ / _ = w c (.Ti a w e — 9 g _/ \ \ \ \ \ \ } } \ \ \ k 2 \ \ / \ \ \ / \ \ \ m / / T ? 0 0 0 0 0 5 o m o o = a O — m = o ® 0 _ & ° ° 0 0 _ = o = _ = 3 / ¥ = E e 2 Q e ] 0 7 _. 7 = 0 f § O n — o e @ 2 5' 0 � 5 _ , f 5 - ` _ _ ® _. \ = m n % a = _ _ \ 2 z cn E E — \ \ / / 2 \ / / e ƒ Q / cn 0 o \ / J > E / / \ 7 f s = _ § 3 E E E § ƒ E G � f e R e % 7 7 J ] ¥ J e R r / % 0 / \ = a a Q ° k ° 0 n = E § 3 77" § n & cn \ a (n E / / § 6 Cf) w \ \ \ j a 0 c -n CD O ■ _ 5 \ 0 \ 5 = \ 2r — @ E 0 H 0 / § o COUD E 2 \ 0 q e FIT �i = G > � / \ \ _ � Q 0 M k / C S s � �_ \ F) § $ O 2 2 Ln ® e $ 7 m _ ] _ ■ r a s E < J \ i / E (D \ \ \ \ U) w cow a \ = z £ � 0 2 k 7 w cD (vO Wcn v O ( A W v M Cn A W N N .N . 0 �O Cl) p w m n 0 x mp mD 2m CD 0 o o v K o o 0 3 c o 0 c .z r v m cn a c N (,� o cn v in co n O n 3 v' 3 a o ° — (D — O (D v — N °' O ITI C _ co :03Z C Z) � rr No n (oD Cl. 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E § ] J \ & n _ n / \ � E °_ \ \ > / %f \ ) / � § ƒ ° CL 2. - 2 CD cn 07\ a) \ 0 Co 7 < = s = _ a) (D m / § E r) _ x } o ® 2 / & 2/ F : - § 3 » 17 E _ / ® � ' 2 � O \ \ / 0 $ \ _ § C, 0cn r m E ) g �.CD -0 } ] N g \ ° 5 = - ® (D 0 CL k / = o e c E ° 0 5' , _ ® _ D R e 7 \ } \ cn / ] U n a o - § / = K E § \ \ i 3 » E 7 _ m § k E e m 2 CD # 0 2 # Job Information Builder: Job#: J140523 Glenn Layton Hms File#: 3787 Palm Valley Rd Ste Salesman:Scott Burney Ponte Vedra Beach, FL 32082 (904)758-4380 Designer: Joseph Parker (Srsk Manning Building Supplies PAGE 1 Job: Jacksonville, FL 32256 jaxtruss@mbs-corp.com Report and Delivery Date Phone: (904) 268-8225 * Fax: (904) 260-2981 DATE Castaway Cottage 11/13/14 Del. Date: Lot 62 Atlantic Beach Cover Sheet Jacksonville, FL Truss Level: qTY PITCH BASE O/A LUMBER OVERHANG CANTILEVER STUB O/A HEIGHT PROFILE Ip SPAN SPAN TOP BOT LEFT RIGHT LEFT RIGHT LEFT RIGHT PLY TOP BOT 11-02-08 ® 2 9.00 0.00 A01 23-11-00 23-11-00 2 X 4 2 X 6 11-08-00 ® 11 9.00 +0.00 A02 23-11-00 23-11-00 2 X 4 2 X 8 01-09-05 ® 6 4.00 0.00 1301 05-07-00 05-07-00 2 X 4 2 X 8 02-07-05 ® 1 4.00 0.00 C01 26-08-00 26-08-00 2 X 4 2 X 4 03-08-08 1 4.00 0.00 D01 09-11-08 09-11-08 2 X 4 2 X 4 04-03-13 7 4.00 0.00 D02 10-05-00 10-05-00 2 X 4 2 X 4 09-02-OB ® 3 9.00 0.00 E01 06-07-08 06-07-08 2 X 4 2 X 4 09-08-00 18 9.00 0.00 E02 06-07-08 06-07-08 2 X 4 2 X 4 09-02-OS ® 1 9.00 0.00 E03 06-07-08 06-07-08 2 X 4 2 X 4 01-08-00 3 ply 0.00 0.00 FG01 16-00-00 16-00-00 2 X 4 2 X 4 01-08-00 108-05-08 08-05 08 2 X 4 2 X 4 2 Ply 0.00 0.00 FG02 01-08-00 ' 1 00-02-00 2 Ply 0.00 0.00 FG03 08-11-08 08-11-08 2 X 4 2 X 6 p1-08-00 105-00-08 05-00-08 2 X 6 2 X 6 2 Ply 0.00 0.00 FG04 01-08-00 1 4 Ply 0.00 0.00 FG05 20-06-00 20-06-00 2 X 4 1-1 p1-08-00 115-10-00 15-10-00 2 X 6 2 X 6 2 Ply 0.00 0.00 FG06 01-08-00 1 2 ply 0.00 0.00 FG07 08-08-00 08-08-00 2 X 6 2 01-08-00 1 15-01-08 15-01-08 2 X 6 1-1/2 4 Ply 0.00 0.00 FG08 06-04-08 ® 1 9.00 0.00 G01 15-11-00 15-11-00 2 X 4 2 X 4 06-10-00 7 9.00 0.00 G02 15-11-00 15-11-00 2 X 4 2 X 4 07-02-00 1 0.00 0.00 G03 15-06-00 15-06-00 2 X 4 2 X 4 00-05-08 08-08-00 ® 00-05-08 1 0.00 0.00 G04 15-06-00 15-06-00 2 X 4 2 X 4 06-08-14 ® 1 9.00 0.00 H01 16-04-11 16-04-11 2 X 4 2 X 4 09-04-00 3 9.00 0.00 H02 22-08-00 22-08-00 2 X 4 2 X 4 09-05-09 .CTS. 122-08-00 22-08-00 2 X 4 2 X 6 f""� 3 Ply 9.00 0.00 H03 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek a RE: J140523 - Castaway Cottage MiTek USA, Inc, Site Information: 6904 Parke East Blvd. Customer Info: Glenn Layton Hms Project Name: Castaway Cottage Model: Tampa,FL 33610-4115 Lot/Block: Subdivision: Address: Lot 62 Atlantic Beach Country Club City: Jacksonville State: FL 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/TPI2007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 37.0 psf Floor Load: 55.0 psf This package includes 63 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name I Date No. Seal# Truss Name Date L1 T6624034 A01 11/10/01 18 T6624051 F09 11/10/01 12 176624635 A02 111/10/01419 IT6624052 I F10 111/10/014 13 I T6624036 I B01 111/10/01420 I T6624053 I FG01 111/10/01 14 I T6624037 I C01 111/10/01421 T6624054 I FG02 111/10/014 15 I T6624038 I D01 1 11/10/01422 T6624055 I FG03 111/10/01 16 I T6624039 I D02 111/10/01423 I T6624056 I FG04 111/10/01 17 I T6624040 J E01 111/10/01424 I T6624057 I FG05 111/10/014 18 I T6624041 JE 11/10/01425 J T6624058 I FG06 111/10/01 19 I T6624042 J E03 111/10/01426 I T6624059 I FG07 111/10/01 110 I T6624043 I F01 111/10/01427 I T6624060 I FG08 111/10/014 Ill I T6624044 I F02 111/10/01428 I T6624061 I G01 111/10/014 112 I T6624045 I F03 111/10/01429 I T6624062 1 G02 111/10/01 113 I T6624046 I F04 111/10/01430 1 T6624063 J G03 1111101014 114 I T6624047 I F05 111/10/01431 1 T6624064 I G04 111/10/014 115 I T6624048 I F06 111/10/01432 I T6624065 1H01 111/10/014 116 I T6624049 I F07 111/10/01433 I T6624066 11-1102 111/10/014 117 I T6624050 I F08 111/10/01434 I T6624067 J H03 111/10/01 The truss drawing(s)referenced above have been prepared by MiTek ` aU 1 N f V F�,� Industries, Inc. under my direct supervision based on the parameters ��� CP . � 10., provided by Manning Building Supplies. ,.��G•E N s�.,,� �� Truss Design Engineer's Name: Velez, Joaquin 0k68182 My license renewal date for the state of Florida is February 28, 2015. = IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown :r) TATE of : 4U: on referenced truss drawings. Parameters have not been verified 'w'��' . p R as appropriate for any use. Any location identification specified is �'�,,5'Sj'"••"'E���� for file reference only and has not been used in preparing design. '1+110N H_ Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, r- F� Ger+. 6634 per ANSI/TPI-1, Chapter 2. L----- November 10,2014 Velez,Joaquin 1 of 2 1 FILE COPY RE: J140523 - Castaway Cottage Site Information: Customer Info: Glenn Layton Hms Project Name: Castaway Cottage Model: Lot/Block: Subdivision: Address: Lot 62 Atlantic Beach Country Club City: Jacksonville State: FL No. Seal# I Truss Name Date 35 IT6624068 IJ01 I 11/10/01 136 I T6624069 I J02 1 11/10/01 Q 137 I T6624070 I J03 1 11/10/014 138 I T6624071 I J04 1 11/10/014 39 T6624072 I J05 111/10/014 *Vtftft to 40 T6624073 I J06 111/10/01 JAX APEX TECHNOLOGY ING 41 T6624074 I J07 111/10/014 4745 Sutton Pant Ca K,Swb4U 42 J6624075 I J08 1 11/10/014 Jacksonvole,M 143 T6624076 I J09 111/10/014 W-ezt.5200 144 I T6624077 I K01 111/10/01 RC"dJltrMlOf "&"V 145 I T6624078 I K02 111/10/01 Q 146 I T6624079 I K03 111/10/01 Q M OtSPOSRION 147 I T6624080 I K04 111/10/014 O P v o APPROVED AS NOTW 148 I T6624081 I K05 1 111101014 149 I T6624082 I K06 111/10/014 150 ,T6624083 I K07 111/10/014 . T 151 I T6624084 I K08 1 11/10/01 Engineer 152 I T6624085 I K09 111/10/014 Derek S.Murray 153 I T6624086 I K10 111/10/01 Q F.Cart No.114W 154 �T662408 �K12 � 11/10/01 I T6624087 I K11 1 11/10/014 8 4 A���' d ReyfswM+eRQ�9s b 155 I T6624088 I K12 1 11/10/01 Q only for conformance with the design cawepl 157 I T6624089 I K14 1 11/10/014 of the project and does not relieve the 1 11/10/01 Q delegated engineer of responsibility for Orly 158 I T6624091 I K1 4 deviation from Me requirements of the 59 I T6624092 I K16 1 11/10/014 contract documents nor from responsibility 1bt 160 I T6624093 I L01 111/10/01 Q errors or omissions in to stop drawinpa 161 1T6624094 I L02 111/10/01 162 I T6624095 I L03 111/10/01 63 I T6624096 I L04 1 11/10/01 Q 2 of 2 Job Truss Truss Type Uty ply Castaway Cottage 76624034 J140523 A01 GABLE 2 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Mon Nov 10 09:10:22 2014 Page 1 ID:GRBpXm2jl2FjNPvSGjtW PCyLyV2-?ieOLLdkHwu5SKZ1_s9NeeY_xO?fmalzNREIK_yKecl 11-11-8 23-11-0 11-11-8 11-11-8 3x4= Scale=1:67.9 I 7 6 8 9.00 12 5 I 9 q 10 3 11 12 3x5�; 2 1 3x 3\ 1 1 - 1 25 24 23 22 21 20 19 18 17 16 15 14 3x6 11 6x6= 2x4 I 2x4 11 2x4 11 8x8= 2x4 11 2x4 I 2x4 11 2x4 11 6x6= 3x6 11 23-11-0 _ 23-11-0 Plate Offsets(X,Y)-- f7:0-2-0 Edge) [20:0-4-0,0-4-81 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.01 14 n/a n/a BCDL 10.0 Code FBC2010/TP12007 I (Matrix) Weight:202 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 WEBS 1 Row at midpt 6-20,8-19 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 23-11-0. (lb)- Max Harz 25=-346(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)20,22,23,19,17,16 except 25=-219(LC 10),14=-201(LC 11),21=-123(LC 12),24=-410(LC 12),18=-123(LC 12),15=-410(LC 12) Max Grav All reactions 250 Ib or less at joint(s)21,22,23,18,17,16 except 25=461(LC 12),14=461(LC 12),20=292(LC 17),24=291(LC 10),19=284(LC 18), 15=280(LC 11) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-25=-5481403,1-2=-352/271,2-3=-261/195,11-12=-261/194,12-13=-354/274, 13-14=-542/39711111111111 BOT CHORD 24-25=-3321309,23-24=-308/395,22-23=-308/395,21-22=-308/395,20-21=-3081395, ���QV I N VF'I��� 140858905,17-18=-308/395,16-17=-3081395,15-16=-3081395 -396/5101315 -39105WEBS `���P•;C E N S' NOTES- N 68182 . • 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasal=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft B=45th L=24ft;eave=2ft;Cat.II. *: ' Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Corner(3)0-1-12 to 3-1-12,Exterior(2)3-1-12 to 11-11-8,Comer(3)11-11-8 to— ; 14-11-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reaction: 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 O�•. T F Gable End Details as applicable,or consult qualified building designer as per ANSVTPI 1. ��� •.� ,O P.'��,� 4)All plates are 1.5x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. �, 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). "fill pl` , 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. I FL Cert. 6634 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)20,22,23,19,17, 16 except Ot=1b)25=219,14=201,21=123,24=410,18=123,15=410. November 10,2014 Continued on page 2 Q WARMING-Verify design pm'mrret—and READ NOTES ON THIS AND INCLUDBD AUTEK REFERENCE PAGE A91-7473 BEPORE USB. Design valki for use only with Mflek connectors.This design is based only upon parameters shown,and Is for an kxflvldual 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. Addttbral temporary bracing to Insure stablltty during construction Is the responsibilllty of the MiTek, erector. Additional permanent bracing of the overall structure 5 the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Salety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610-4115 tf Sauthem Pine(SP)lurmber is spec fled,the design values we those effective 06/01/2013 by ALSC Job russ truss type Castaway Cottage T6624034 J140523 A01 GABLE 2 1 Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.600 s Sep 23 2014 Mitek Industries,Inc. Mon Nov 10 09:10:22 2014 Page 2 ID:GRBpXm2jl2FjNPvSGjMPCyLyV2-?ieOLLdkHwu5SKZ1_s9NeeY_x0?fmalzNREIK_yKecl NOTES- 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. Q WARNING-Verify drsiyn pau m .tars and READ N01W ON THIS AND INCLUDED iIITEK REFERFJNCE PAGE DUI-7473 BEFORE USE. 7 Design valid for use only with MfTek 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" erecfor. Additional permanent bracing of the overall structure Is the responsibility of the bulling 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 avalabie from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 33610-4115 It Southern Pine(SP)lumber is spec ified,the design values are those effective 06/01/20L-3 by ALSC Job T!toss toss ype Castaway Cottage T6624035 J140523 A02 iCommon 11 i 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Mon Nov 10 6910:24 2014 Page 1 I D:GRBpXm2j 12FjNPvSGjtW PCyLyV2-x419m 1 e_oXBpiej P5H Brk3dDjBXdEPRGgliPOSyKeci 6-1$ 11-11-817-9-8 1 23-11-0 6-1-8 5-10-0 5-10-0 6-1: 04= Scale=1:72.0 3 9.00 F12 14 15 3x5= 3x5= 2 4 1 8 I 13 9 16 / 3x6 1.5x4 II �� 3x6 t 5 0 n � e ao ) N 12 10 7 6 1 3x5 11 8x8= 5x5= 3x5 6-1-8 ,8-0-13 11-11-8 + 1515 17-9-8, 23-11-0 6-1-8 1-11-5 3-10-11 3-10-11 1-11-5 6-1-8 Plate Offsets(X,Y)-- (2:0-2-0,0-2-3),(4:0-2-0,0-1-81,(10:0-4-0,0-6-01 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.15 11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 ( BC 0.68 Vert(TL) -0.23 7-10 >999 180 BCLL 0.0 Rep Stress incr YES W B 0.49 Horz(TL) 0.01 6 n/a rVa BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:185 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-0 OC puffins, except BOT CHORD 2x8 SP NoAD`Except` end verticals. B3:2x4 SP No.i D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP N0.2 JOINTS 1 Brace at Jt(s):9,11,8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 12=994/0-5-0,6=994/0-5-0 Max Horz 12=364(LC 11) Max Upiiftl2=-278(LC 12),6=-278(LC 12) Max Grav 12=1249(LC 17),6=1247(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-13=-1418/294,2-13=-1 279/311,2-14=-6291119,3-14=-516/146,3-15=-516/146, 4-15=-629/119,4-16=-1277/314,5-16=-1416/297,1-12=-1344/329,5-6=-1330/331 BOT CHORD 10-12=-369/361,7-10=-220/1144,9-11=-700/356,8-9=-700/356 WEBS 2-11=-102/299,4-8=-100/297,3-9=0/451,1-10=-143/1193,5-7=-145/1187 NOTES- 1) OTES 1)Unbalanced roof live loads have been considered for this design. ��1 Qv1 N Vjc,I��� 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25fC B=45ft;L=24ft;eave=oft;Cat.II; `N P` Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 11-11-8,Extedor(2)11-11-8 to ♦♦, 'O'••�G E N S'• `��i� 14-11-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions; •' �. F�'•, shown;Lumber DOL=1.60 plate grip DOL=1.60 N 68182 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will_Z fit between the bottom chord and any other members,with BCDL=10.Opsf. ' 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)12=274-9; 6=278. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. O T F ; 111111111 FL Cert. 6634 November 10,2014 Q WARMNO-Verify design parmmt.and READ N07W ON 7HIs AmD INCLUDED NI773K RBPERBNCB Pd06 bII1-7473 BBPORB USE, Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an Individual bidding component. HE 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 statAlly during construction Is the responsibility of fire 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/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Nate Institute,781 N.Lee Sheet,Suite 312,Alexandria.VA 22314. Tampa,FL 33610-4115 If Sovthem Pine ISP)lumber is specified,the design valves are those effective 06/01/2013 by ALSC Job 1 russ �Iruss type Castaway Cottage T6624036 J140523 601 Common 16 1 Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.600 s Sep 23 2014 MTek Industries,Inc. Mon Nov 10 09:10:25 2014 Page 1 I D:GR8pXm2jl2FjNPvSGjtW PCyLyV2-QHJXzNfcZrGgJnicf_i4GGAVAb10zz2P3PTywiyKeci 2-9-8 5-7-0 2-9-8 2-" 4x4= Scale=1:14.5 4.00 F12 2 1 i i 1 3 T m o � o 0 6 1 i 4 3x6 I I i 5x5= 5x5= 2-9-8 5-7-0 2-9-8 2-9-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(TL) -0.00 4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 1 Na rVa BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight:28 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-0 oc purlins. BOT CHORD 2x8 SP No.1 D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=207/0-3-0,3=207/0-3-0 Max Horzl=l4(LC 11) Max Upliftl=74(LC 12),3=-74(LC 12) FORCES. (Ib)-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=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extedor(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,3. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ♦♦♦� 4V IN V N 68182 FL Cert. 6634 November 10,2014 Q WARNINO-Verify d®iyn p_-wn t arra and READ NOTES ON THIS AND INCLUDED{41TRK RBPERBNCE PAGE 191-7473 BBFORB 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 responslbiltty 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 erector. Addltiond 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/TPil Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Rate Institute.781 N.Lee Street Suite 312,Alexandria.VA 22314. Tampa.FL 33610-4115 ItSa�utheM Pine(SPI luanbev is specified,the design values are these effective 06/01/20L3 by ALSO JobrUSS russ Type Castaway Cottage 766240371 J140523 C01 Hip Girder 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Mon Nov 10 09:10:28 2014 Page 1 I D:GR8pXm2jl2FjN PvSGjtW PCyLyV2-qs?gbOiVsmeFAFOBK7GnuvoroouZAEMrINhcXdyKecf 5-0-0 10-1-1214-11-8 19-9-4 21-4-0 26-8-0 5-4-0 4-9-12 4-9-12 4-9-12 1-6-12 5-4-0 Scale=1:45.9 _ NAILED NAILED NAILED NAILED 4.00112 4x7 NAILED NAILED NAILED 1.5x4 1 3x10= 1.5x4 11 4x10= 3 23 24 4 25 26 27 28 5 29 30 6 7 T 4x4 4x4 2 8 -p N 1L4 1 soFRIl 14 31 32 33 13 34 35 12 36 37 t1 10 38 4x10 11 1.5x4 11 NAILED NAILED5XI3 NAILED 1.5x4 II NAILED 6x8 1.5x4 11 3x8 NAILED NAILED NAILED NAILED NAILED NAILED This truss is NOT symmetric. Proper orientation is essential. 5-4-0 10-1-1214-11-8 19-9-4 21-4-0 26-8-0 5-4-0 4-9-12 4-9-12 4-9-12 1-6-12 — 5-4-0 Plate Offsets(X,Y)-- (1:0-3-8,Edge] [3:0-5-4 0-2-0) [7:0-6-4 0-2-4] (9:0-5-5 0-3-0) (13:0-4-0 0-3-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.1513-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.29 13-14 >811 180 BCLL 0.0 Rep Stress Incr NO WB 0.43 I Horz(TL) 0.05 11 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:133 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 D`Except' TOP CHORD Structural wood sheathing directly applied or 2-8-14 oc purlins. T2:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP No.1D'Except' WEBS 1 Row at midpt 5-11 B2:2x4 SP No.2 i MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer SLIDER Left 2x6 SP No.2 2-6-0,Right 2x6 SP No.2 2-6-0 Installation guide. REACTIONS. (Ib/size) 1=1107/0-5-8,9=-102/0-3-8,11=2480/0-5-8 Max Horz 1=27(LC 7) Max Upliftl=-497(LC 8),9=-256(LC 17),11=-1147(LC 5) Max Grav 1=1107(LC 1),9=204(LC 10),11=2490(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-601/218,2-3=2227/1050,3-23=-2379/1118,23-24=-2379/1118,4-24=-2379/1118, 4-25=-2378/1117,25-26=-2378/1117,26-27=-2378/1117,27-28=-2378/1117, 5-28=-2378/1117,5-29=-549/1295,29-30=-549/1295,6-30=-549/1295,6-7=-549/1295, 7-8=-316/808 BOT CHORD 1-31=-933/2061,14-31=-933/2061,14-32=-940/2082,32-33=-940/2082,13-33=-940/2082, 13-34=-505/1204,34-35=-505/1204,12-35=-50511204,12-36=-505/1204, 11%J111111►ll 36-37=-505/1204,11-37=-505/1204,10-11=-706/305,10-38=-734/318,9-38=-734/318 �� v'N V III.- 21385, 3/1334, WEBS 5-11=-2684/1188,6-11'3 69/253,7-11491123/5311 7-10-2 2 470 12=0/300, `%% CPQ G E NS �<`� NOTES- N 68182 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45th L=27ft;eave=oft;Cat.If- * : Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.62 plate grip DOL=1.60 ►-p; :(r 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. O".• T 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 2-0-0 wide will . Q •: fit between the bottom chord and any other members. �� 1 ..•• 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=lb)1=497, �jI l�S •• •••! 9=256,11=1147. III N AL 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)"NAILED"indicates 3-1Od(0.148"x3")or 3-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)171 lb down and 186 Ib up at 5-4-0 and 171 Ib down and 186 Ib up at 21-4-0 on top chord. The design/selection of such connection device(s)is the responsibility of other FL Celt. 6634 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). November 10,2014 LOAD CASE(S) Standard 0 WARMNO-Vcfy d®ign pw amctcra and READ NOTES ON 3786 AND 1AI CLUDED NI7SK REPERENCE PAGE WI-7473 BEFORB USB. Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an Individual brtiding component. Applicability of design parameters and proper Incorporation of component Is responsibility of twllding designer-not truss designer.Bracing shown Is for lateral support of inx9vidual web members only. Additional temporary bracing to insure stability during construction Is the respo dbllity of the MiTek erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regardklg fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalable from Truss Hate Institute,781 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610-4115 K Southern Pine JSP)lumber is specified.the design values are those effective 06/01/2013 by ALSO Jobfuss Fuss Type Uty Castaway Cottage T662403T662403711J140523 COt Hip Girder it i Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 Mi rek Industries,Inc. Mon Nov 10 09:10:26 2014 Page 2 ID:GRBpXm2jl2FjNPvSGjtW PCyLyV2-qs?gbOiVsmeFAFOBK7GnuvoroouZAEMrINhcXdyKecf LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-3=-54,3-7=-54,7-9=-54,15-19=-20 Concentrated Loads(lb) Vert:3=-48(B)7=-48(B)14_175(B)6=-75(B)10=-175(B)23=-77(B)24=-77(B)25=-77(B)27=-77(B)29=-77(B)30=-77(B)31=-137(6)32=-43(B)33=-43(B)34=-43(B) 35=-43(B)36=-43(B)37=-43(B)38=-137(B) 0 WARNING-Vmify dmiyn p---rctm:and READ NOTES ON INIS AND INCLUDED A9TEK REFERENCE PAGE A91-7473 EEe0RE U6E. Design valld for use oNy with MITek connectors.This design is based only upon parameters shown,and Is for an inn Adual bulidi ng 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 irndivkival web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of fhe erector. AddIWA"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 tracing,consult ANSI/TPI I 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 33610-4115 if Southem pare(SP)tumher is specified,the design values are these effective 06/01/2013 by ALSC Job Truss Iruss type Gfy ply Castaway Cottage 766240381 1140523 D01 GABLE 1 1 I I Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Mon Nov 10 09:10:28 2014 Page 1 ID:GRBpXm2jl2FjNPvSGjtW PCyLyV2-qs?gbOiVsmeFAFOBK7Gnuvo_0o1sAKBrINhcXdyKecf 9-11-8 9-11-8 5 Scale=1:21.1 4 4.00F1_2 11 3 2 10 I 1 L 9 8 7 6 2x4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(TL) n/a n/a 999 BCLL 0.0 ' j Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 6 Na rVa BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:43 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 9-11-8. (lb)- Max Horz 1=167(LC 11) Max Uplift All uplift 100 Ib or less at joint(s)1,6,7,8 except 9=-125(LC 12) Max Grav All reactions 250 Ib or less at joint(s)1,6,7,8 except 9=288(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-10=-288/146,2-10=-278/156 WEBS 2-9=-1 96/304 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2ps1;BCDL=3.Opsf;h=25f;B=451t;L=24ft;eave=2ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Corner(3)0-1-12 to 3-1-12,Exterior(2)3-1-12 to 9-9-12 zone;cantilever left and right exposed;end vertical 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%%1111111111111.4 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 �� Qv 4 N �I, Gable End Details as applicable,or consult qualified building designer as per ANSI TPI 1. ♦♦%OQ.• ...... 3 All plates are 1.5x4 MT20 unless otherwise indicated. ♦ G E N 4)Gable requires continuous bottom chord bearing. �♦ '•••�` S4 • �� 5)Gable studs spaced at 2-0-0 oc. N 681 82 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will *; fit between the bottom chord and any other members. — 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,6,7,8 except -p; Of=]b)9=125. T F 44/ 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. •. FL Cert. 6634 November 10,2014 Q WARMNG-Verify dmiyn pas•mneters aad RBAD NOTBB ON THIS ADID INCLUDED AUTUK REFERENCE PAGE IMI-7473 BEFORB USE Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an In building component. j Applicability of design parameters and proper Incorporation of component Is responsthllity of building designer-not truss designer.&acing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.for general guidance regarding MiTek' fatxica'on,quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Rate Institute,781 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610-4115 tf Southem Pine(SP)lumber is specified,the design values afe tllase effective 06/61/2013 by AL SC Truss Iruss type Uty Fly Castaway Cottage 76624039'1 Jt40523 D02 Monopitch 7 1 Job Reference:optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Mon Nov 10 09:10:29 2014 Page 1 ID:GRBpXm2il2FjNPvSGjtW PCyLyV2-12Z2pki7d3m6oPbNugnOR6KBZCLmvjz?_1 RA34yKece 5-2-8 10-5-0 5-2-8 5-2-8 Scale=1:26.0 1.5x4 11 4 4.00 12 12 i 3x4 3 4x4 11 i 2 I i 1 i 6 3x8 11 1.5x4 11 5 3x4= 5-2-8 _ - _ 10-5-0 5-2-8 5-2-8 Plate Offsets(X,Y)-- [1:0-2-8,0-2-121 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.02 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.05 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:54 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-10-8 oc bracing. SLIDER Left 2x6 SP No.2 2-6-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=380/0-3-0,5=380/0-5-8 Max Horz 1=190(LC 11) Max Upliftl=-131(LC 12),5=-143(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-11=-520/270,3-11=-490/277 BOT CHORD 1-6=-352/495,5-6=-352/495 WEBS 3-5=-524/308 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 10-3-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate ,`,11111111111111 grip DOL=1.60 ``0 aU1N 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `,�OP.••..•••••VF���, 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 , •• G ENs**. fit between the bottom chord and any other members. �� •• F ••. �� 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 ib uplift at joint(s)except Qt=ib)1=131, N q 681 82 • 5=143. i 5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. cc Z T F ZC/ i��1111s 11 N A� FL Cert. 6634 November 10,2014 Q WARNING-Vcs-ify daBign pm•mnetcsa aad READ NOTES ON THIS AND INCLUDED NITEK RBFBRBNCB PADS MI 7473 BEFORE USB. �� 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 irsure stability during construction Is the responsibility of the MiTek" erector. Additloral permanent tracing of the overall stricture Is the responsibility of the building designer.For general guidance regarding Fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI t Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Soou Inihem Pine)SP)luum fberris spec fed tare design va ues are those effective 0d/01/2013 by ALSO Tampa.FL 33610-4115 Truss russ ype Castaway Cottage J140523 E01 GABLE 13 1 76624040 _i I I Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek industries,Inc. Mon Nov 10 09:10:29 2014 Page 1 I D:GR8pXm2jl2FjNPvSGjtW PCyLyV2-12Z2pki7d3m6oPbNugnOR6K7aC0Lvkp?_t RA34yKece 6-7-8 6-7-8 1.5x4 11 Scale=1:54.2 4 1 1 9.00 12 1:5x4 3 II 1.5x4 l2 3x5 I I �i1 1 � I i I 1 8 7 6 5 3x6 11 5x5= 1.5x4 I1.5x4 11 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Iner YES WB 0.22 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:66 ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-5-9 oc bracing. OTHERS 2x4 SP No.2 WEBS 1 Row at midpt 4-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 6-7-8. (ib)- Max Horz8=325(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)5,6 except 8=-230(LC 10),7=546(LC 12) Max Grav All reactions 250 Ib or less at joint(s)5,6 except 8=515(LC 12),7=387(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-8=-757/570,1-2=-283/233 BOT CHORD 7-8=-394/307 WEBS 1-7=-585f752 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=2ft Cat.ll; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Corner(3)0-1-12 to 3-1-12,Exterior(2)3-1-12 to 6-5-12 zone;cantilever left and ,``�1Il�1 1 1/1111, right exposed;end vertical left exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip � 4V i,N V DOL=1.60 `,�OP.•••.... F��I�, 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 ' G E N S+••e Gable End Details as applicable,or consult qualified building designer as per ANSVTPI 1. �� •• V F ••, 3)Gable requires continuous bottom chord bearing. N 68182 • 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 5)Gable studs spaced at 2-0-0 oc. •' 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. C(/ 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5,6 except Qt=1b) O••. T F ; 8=230,7=546. �� •• P•' �� 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. F7FL Cert. 6634 November 10,2014 Q WARMNO-Verify design par-amef era and READ NOTES ON THIS AND INCLUDED W77LK REFERENCE PAGE AW-7473 BEFORE USE. Design valid for use oily 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 resporssitAtty of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insrae stability during construction Is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsiblIlty of the building designer.for general guidance regarding fabrication.quality confroL storage,delivery,erection and tracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalabie from Truss Rate Institute.781 N.Lee Street,Suite 312 Alexan dda.VA 22314. Tampa,FL 33610-4115 U Southern Pine(SP)lumber is specified.the design values are those effective 06/01/2013 by ALSO Job Truss Truss Type Uty Fly Castaway Cottage 76624041 J140523 E02 �MONOPITCH 16 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MP-Tek Industries,Inc. Mon Nov 10 09:10:30 2014 Page 1 I D:GR8pXm2jl2FjNPvSGjtW PCyLyV2-mE7Q04jlONvzQZAZSXI FzKtBmccbe8DBDhAjcWyKecd i 6-7-8 6-7-8 1.5x4 11 Scale=1:55.9 2 9.00 12 56 3x5 i 1 I 4 3 1.5x4 11 6x6= 6-7-8 6-7-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83FH. Ve,t(LL) -0.10 3-4 >788 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52Vert(TL) -0.24 3-4 >315 180 BCLL 0.0 " Rep Stress Incr YES WB 0.40rz(TL) -0.00 3 Na Na BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) ( Weight:53 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-7-15 oc bracing. WEBS 1 Row at midpt 2-3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=234/0-5-0,3=234/Mechanical Max Horz4=340(LC 12) Max Uplift3=-346(LC 12) Max Grav4=235(L.0 18),3=340(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-264/240 BOT CHORD 3-4=-3631318 WEBS 1-3=-390/444 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45fh L=24ft;eave=4ft;Cat.Il; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 6-5-12 zone;cantilever left and ttJ1111111111 right exposed;end vertical left exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip 0`��� U I N ��� DOL=1.60 ,�� 2)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. `�� ,O• •�G ENS • `C]00 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 ♦ �. F•'•• i fit between the bottom chord and any other members. N( 68182 • 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)except Qt=1b)3=346.. *; • * �_ 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. .o T F X1111111/ FL Cert. 6634 November 10,2014 Q WdRMNO Verify design pcu,--tars and READ NOTES ON THIS Elm INCLUDED MT EK REPBRBNCE PAGE 191-7473 BBPORS 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 kndtMUU1 web members only. Additional temporary bracing to Insure stability during constnration Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the bufding designer.For general guidance regarding MiTek'ek• fabrication,quality control,storage,delivery,erection and fxacing,consult ANSI/TPI I Quality Criteria,DSR-89 and BCSI Building Component 6904 Parke East Bbd. safety Information avcd"e,from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610-4115 US Southern Pi..(SP)tuttrber is specified,the design values are those effective 06/01/2013 by AL5C e oTruss rust type aty ply Castaway Cottage J140523 E03 GABLE 1 I 1 T6624042 I Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Mon Nov 10 09:10:30 2014 Page 1 ID:GR8pXm2jl2FjN PVSGjtW PCyLyV2-m E7Q04jlONvzQZAZSXI FzKtJncjaeB38DhAjcW yKecd fr7-8 fr7-8 1.5x4 11 Scale=1:54.2 4 9.00 12 1.5x4 11 3 I 1.5x4 II 10 2 9 ( 1 3x5 1 I I 1 B 7 6 5 3x6 11 3x4= 1.5x4 1.5x4 I I I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.22 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code FBC2010rrPI2007 (Matri)} Weight:66 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 WEBS 1 Row at midpt 4-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer installation guide. REACTIONS. All bearings 6-7-8. (lb)- Max Horz 8=325(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)5,6 except 8=-230(LC 10),7=-546(LC 12) Max Grav All reactions 250 Ib or less at joint(s)5,6 except 8=515(LC 12),7=387(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-265/233,1-8=-685/570 BOT CHORD 7-8=-351/307 WEBS 1-7=-585/669 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft L=24ft;eave=oft Cat.Il; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 6-5-12 zone;cantilever left and 1111111 I 1111111 right exposed;end vertical left exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip `�1 60,N V �I�� DOL=1.60 ,,,, OQ.••,.... 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 E N S••. �i� Gable End Details as applicable,or consult qualified building designer as per ANSVTPI 1. �� •• F ••• 3)Gable requires continuous bottom chord bearing. N 68182 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 5)Gable studs spaced at 2-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ((/ 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5,6 except Qt=1b) �•'.• T F 8=23017=546. P 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. '�j ��•••• � �� � X11111111111 FL Cert. 6634 November 10,2014 Q WARNING-Vmijy design you-teres and READ NOTES ON THIS AND(NCLUDBD bUTBK REFERENCE PAGB 1141-7478 BEFORB USE. Design valid for use only with MiTek connectors.This design Is based only upon parameters shown,and Is for an inclvidrtal building component. Applicability of design parameters and proper incorporation of component Is responsibility of t uilding 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 MA Tei• j erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding MiTek' 11 fabrication,quality control,storage,delivery,erection and bracing•consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salety Information avallable from Truss Rate Institute.781 N.Lee Street.Suite 312.Adexandrkt.VA 22314. Tampa,FL 33610-4115 N Sauthem Pine(SP)lumber is specified,the design values are thase effective O6/O1/2O13 by ALSO Job Truss Truss Type Qty my Castaway Cottage T6624043 J140523 F01 Floor 6 i Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries.Inc. Mon Nov 10 09:10:31 2014 Page 1 ID:GRBpXm2jl2FjNPvSGjtW PCyLyV2-EQhoEQkN9h1 pt iliOFpUWXQRIOsNNdJIRLwGBWKecc 0-1-8 H 1-M �-4-4 p.q.4 2-0-0 �I Scale=1:27.0 4x4- 1.5x4= 5x5= 4x7= 1 2 3 4 55x5 6 7 8 9 0 m I 1 1 17 16 15 14 13 12 11 10 9 18 40= 1.5x4 11 1.5x4 11 4x4= 5x5— 5x5= 1-6-0 12:12-0 -0 6-6-0 -11-1 7-11-12 8-11-12 9-5-8 11-11-8 14-5-8 15-11-8 1-6-0 2-6-0 2-6-0 -5-1� 1-0-0 t-0-0 D-5-1 2-6-0 2-6-0 1-6-0 Plate Offsets(X,Y)-- [1:Edge 0-1-8) [4:0-1-8 Edge],[5:0-1-8 Edgel [8:0-3-0 Edge) [19:0-1-8,0-0-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) -0.11 13 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.93 Vert(TL) -0.16 13 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.04 9 n/a rVa BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:92 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.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing:13-14. REACTIONS. (Ib/size) 18=858/0-5-0,9=864/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 18-19=-853/011-19=-852/0,8-9=-858/011-2=-674/0,2-3=-1619/0,3-4=-2124/0, 4-5=-2177/0,5-6=-2124/0,6-7=-1619/0,7-8=-673/0 BOT CHORD 16-17=0/1266,15-16=0/1 950,14-15=0/2177,13-14=0/2177,12-13=0/2177,11-12=0/1950, 10-11=0/1268 WEBS 4-14=-265/281,5-13=-266/281,1-17=0/986,2-17=-941/0,2-16=0/559,3-16=-526/0, 3-15=0/403,4-15=-513/159,8-10=0/1011,7-10=-945/0,7-11=0/558,6-11=-524/0, 6-12=0/404,5-12=-513/159 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. 3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. j%%1111111111111 ���, 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-16d(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. E N 10 N( 68182 . T F <C/ ` 00 411'; FL Cert. 6634 November 10,2014 0 WARMNO-Verify design pauw a—and READ N07ES ON 77118 AND INCLUDBD M7'BK RBPBRENCB PAGE AOI-7473 BBFORB 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 lndtMual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MOWerector. !additional permanent bracing of the overall structure Is the responsibility of the"cling designer.For general guidance regarding fabrication,qualt y control,storage,delivery,erection and bracing,consult ANSI/TPI I 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 33610-4115 hf Sauthenn Pine(SP)lumber is specified,the design values are t3tase effective 06/01/2013 by ALSC Job Trus s russ ype 7Job taway Cottage 76624044 J140523 F02 Floor 2 Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 M7ek Industries,Inc. Mon Nov 10 09:10:32 2014 Page 1 ID:GR8pXm2jl2FjNPvSGjtW PCyLyV2-idEARmllhv_9gfsKyZyKj21ya7QET63KRg?fggOyKecb 0-1-8 H I 1-3-0 Q 4 2-" 1-01� Scale=1:28.3 4x4= 1.5x4= 5x5= 4x7= 1 2 3 4 5 6 7 8 9 1 1 17 16 15 14 13 12 11 10 9 18 4x4= 1.5x4 11 1.5x4 I I 4x4= 5x5= 1-6-0 4-0-0 6-0-0 -11-1'7-11-12 8-11-12 10-2-0 12-8-0 15-2-0 16-8-0 7F-0 2-6-0 2{-0 0-5-t t-0-0 1-0-0 t-2-4 2-0-0 2E-0 1-6-0 Plate Offsets(),Y)-- [1:Edge,0-1-81,[4:0-1-8,Edgel,[8:0-3-0,Edgel,[19:6-1-8,0-0-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.52 Vert(LL) -0.13 12-13 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.81 Vert(TL) -0.20 12-13 >984 360 BCLL 0.0 Rep Stress Incr YES WB 0.30 I Horz(TL) 0.04 9 Na n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:95 lb 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.1D(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 18=897/0-5-0,9=903/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 18-19=-891/0,1-19=-891/0,8-9=-897/0,1-2=-709/0,2-3=-1716/0,3-4=-2290/0,4-5=-2380/0,5-6=-2263/0, 6-7=-1720/0,7-8=-706/0 BOT CHORD 16-17=0/1333,15-16=0/2077,14-15=0/2380,13-14=0/2380,12-13=0/2380,11-12=0/2090,10-11=0/1331 WEBS 4-14=-248/420,1-17=0/1037,2-17=-991/0,2-16=0/608,3-16=-574/0,3-15=0/454,4-15=-663/12118-10=0/10611 7-10=-992/0,7-11=01618,6-11=-588/0,6-12=0/363,5-12=-419/62 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Ali plates are 3x3 MT20 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 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to j%J11 1�1 fi' be attached to walls at their outer ends or restrained by other means. �� V+N V �I�� 6)CAUTION,Do not erect truss backwards. Q •��� I ` N 68182 ?�•• T F ` .O • FL Cert. 6634 November 10,2014 Q WARNING-Vcrijy design pwwn tcra wed READ NOTES ON THIS AND INCLUDED JCTBK REPERENCB PAGE IMI-7473 EEPORB USE. Design valid for use orgy 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 erector. Addi tonal permanent bracing of the overall structure is the responsibility of the twilding designer.For general guidance regarding M!Tek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 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,Nexandrld,VA 22314. Tampa,FL 33610-4115 K Southern Pine(SP)Iuniber is specified,the design wives are those effective 06/01/2013 by ALSO Job Truss Truss ype Castaway Cottage T66240451 J140523 F03 Floor 1 i Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MTek Industries,Inc. Mon Nov 10 09:10:32 2014 Page i I D:GRBpXm2j 12FjNPvSGjtW PCyLyV2-idEARmlOw_9gfsKyZyKj2tyb2QKw65kRg?fggOyKecb 0-1-8 H 1-3-0 1-" Scale=1:16.4 Truss is not designed to support concentrated loads at its cantilevered end(s). 3x3= 1.5x4 I I 3x3= 3x6= T 13x6 2 3 4 5 3x3 11 12 1 3x3= 11 10 9 8 7 6 3x3= 1.5x4 3x3= 3x5= 3x3 11 Oa-0 0-1-g 1-7-6 7.2-0 0.t-B 1-0-6 5-6-8 0.1-B LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) -0.04 7-8 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.40 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.15 Hot-z(TL) 0.01 6 n/a Na BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:54 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP N0.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2(flat) REACTIONS. (Ib/size) 11=445/0-3-8,6=469/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-365/0,2-3=-637/0,3-4=-637/0,4-5=-321/0 BOT CHORD 9-10=0/637,8-9=0/637,7-8=0/591 WEBS 11-12=-440/011-12=-383/0,5-7=0/482I 1-10=0/44214-7=-430/0,2-10=-419/0,5-6=-466/0 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 cc 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. 5)CAUTION,Do not erect truss backwards. .%� Q 4 N N 68182 O�.• T F '441 Z. X11111111 FL Cert. 6634 November 10,2014 Q WARNING-Vmify d—iyn p--n tcra curd READ N07BB ON 77IIS Alm INCLUDED MTEK RBFBRENCE PAGB WI-7473 BEFORE USB. Design valid for use only with Mitek connectors.this design Is based only upon parameters shown,and is for an Individual budding 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 budding deslgner.For general guidance regarding Fabrication,quality control,storage,delivery,erection and bracing.consult ANSIITPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely IMormation available from Truss PI to Institute,781 N.Lee Street Suite 312,Nexanxdrla.VA 22314. Tampa.FL 33610-4115 U=I t,. ern Piece ISP)lumber is specified,the design values are those effective 06/01/2013 by ALSO 'Job I Truss Type Uty Fly Castaway Cottage T66240461 J140523 Foo Floor 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MTek Industries,Inc. Mon Nov 10 09:10:33 2014 Page 1 I D:GRBpXm2j12FjNPvSGjtW PCyLyV2-BpoZf6lehl HXHOv87grybyVnupjlrYlavfPNCryKeca 0-1-8 IH 1-3-0 -8-8 Scale=1:16.8 Truss is not designed to support concentrated loads at its cantilevered end(s). 3x3= 1.5x4 i I 1.5x4 if 3x3= 3x6= 1 3x6= 2 3 4 5 6 T I 13 2x5= I I o 1 I i 12 11 10 9 3x3= 8 3x3= 3x3= 3x3= 3x5= 3x3 0-3-0 NI-1 - 7-5-0 6-11-0 0.1 1 5-9-8 1-6-0 0-1-6 Plate Offsets(),Y)-- [13:0-1-8,0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.39 Vert(LL) -0.01 10-11 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.20 Vert(TL) -0.02 10-11 >999 360 BCLL 0.0 Rep Stress Incr YES I WB 0.16 Horz(TL) 0.01 7 n/a n/a j BCDL 5.0 Code FBC2010/TP12007 (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 N0.2(fiat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 12=462/0-3-8,7=480/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 6-7=-475/0,1-2=-367/0,2-3=-673/0,3-4=-673/0,4-5=-673/0,5-6=-328/0 BOT CHORD 10-11=0/63119-10=0/67318-9=0/609 WEBS 12-13=-456/0,1-13=-388/0,6-8=0/493,1-11=0/468,5-8=-446/0,2-11=-419/0 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)CAUTION,Do not erect truss backwards. 1111111111111111' ,, QVIN :. .•��GESF•.c' .� N 68182 " . •fr X T F .O • • 1f11111►\II FL Cert. 6634 November 10,2014 0 WARNING-Verify design p—wrwtera and REGI)NOTM ON THIS AND INCLUDED MTHK RBFBREJVCB PAOB MI-7473 BBPORB USB. 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. AddlTbnat temporary bracing to Insure stability during construction Is the responsibility of the M176 k• erector. Additional permanent tracing of the overall structure Is the resporsibltity of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCS]Building Component 6904 Parke East Bbd. Safety Information available from Truss Rate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa.FL 33610-4115 If Southern Pine(SP)lu-nnb er is specified,the design values are Mose effective 06/01/2913 by ALSO Job Truss russ ype Qty Castaway Cottage 76624047 J140523 FOS Floor 4 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 Mitek Industries,Inc. Mon Nov 10 09:10:34 2014 Page 1 I D:GRBpXm2j 12FjNPvSGjtW PCyLyV2-PMxsSmGScPOuAU KhNMBBA2usDv7ayYkBJBxlHyKecZ 0-1-8 044 � 2-0� 1i-0-12� 0" 0-F1I-8 Scale=1:43.7 Truss is not designed to support concentrated loads at its cantilevered end(s). 4x4= 4x4= 4x4= 1.5x4= U4= 1.5x4 1 3x4= 3x6 FP= 5x8= 1.5x4= 1 1 2 3 4 5 6 7 8 9 10 11 12 13 J31I 32 0 �I 0 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 5x5= 3x8 MT20HS FP= 3x6 11 3x6 11 3x6 11 3x6 11 4x4= 5x5= 5x5= 4x4= 10.94 20.5-8 1-6A 4-0.0 6-6-0 9-OA 147-72 77-94 12-94 13-11-8 16-5-6 18-71-6 20.4-0 -9.8 23-3-8 24-9-6 1-6-0 2-6-0 2-6-0 2-6-0 7-7-12 0--8 1-0-0 1-2-4 2-6-0 2-6-0 1-4-B 4-6 2-6-0 7-6A 1-0-0 0-4-0 Plate Offsets(X,Y)-- [1:Edge,0-1-8] [22:0-3-0,0-0-01,[31:0-1-8,0-0-121,[32:0-1-8 0-0-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.69 Vert(LL) -0.24 23-24 >997 480 MT20 244/190 TCDL 10.0 i Lumber DOL 1.00 BC 0.87 Vert(TL) -0.37 23-24 >651 360 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES I WB 0.38 Horz(TL) 0.06 17 Na Na BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:152 Ib FT=20%F,11%E i LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-7-1 oc puffins, except BOT CHORD 2x4 SP No.2(flat)'Except` end verticals. 132:2x4 SP No.1 D(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2(flat) REACTIONS. (Ib/size) 30=1055/0-5-0,17=1632/0-3-8 Max Grav30=1092(LC 3),17=1632(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 30-31=-1085/0.1-31=-1085/0,1-2=-880/0,2-3=-2212/0,3-4=-3053/0,4-5=-3589/0, 5-6=-3571/0,6-7=-3571/0,7-8=-3072/0,8-9=-2088/0,9-10=-734/358,10-11=-734/358, 11-12=0/523 BOT CHORD 28-29=0/1662,27-28=0/2729,26-27=0/2729,25-26=0/3422,24-25=0/3422,23-24=0/3637, 22-23=0/3571,21-22=0/3571,20-21=0/2661,19-20=0/2662,18-19=-113/1522, 17-18=-634/0,16-17=-638/0 WEBS 7-22=-24/627,11-17=-1547/0,1-29=0/1289,2-29=-1243/0,2-28=0/873,3-28=-82110, 3-26=0/514,4-26=-586/0,4-24=0/319,5-24=-322/252,5-23=-541/291,11-18=0/1352, 9-18=-1298/0,9-19=0/948,8-19=-947/0,8-21=0/695,7-21=-1061/0,12-16=-514/0, 11-16=0/401 NOTES- ,`� PQVIN 1)Unbalanced floor live loads have been considered for this design. ��, O G E N,3 2)All plates are MT20 plates unless otherwise indicated. SC`•• 3)All plates are 3x3 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. N 681 82 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 t(= be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. .� T F ' 44/ � ��••. A, -10 /i1111111�` FL Cert. 6634 November 10,2014 Q WARMNO-Verify design pas—dens and READ NOTES ON TH[S AND INCLUDED►fTTBK REFERENCE PAGE bUl-7478 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 buildktg 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 responsibtllty of the WOW T erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guldance regardkMilg OW fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI I 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 33610-4115 If Southern Pine(SP)lunibes is specified.the design values afe those effective 06/01/2013 by ALSO lob russ Truss Type Castaway Cottage T6624046 J140523 IF06 Floor 4 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 M7ek Industries,Inc. Mon Nov 10 09:10:35 2014 Page 1 I D:GR8pXm2j 12Fj NPvSGjtW PCylyV2-7CwJ3onuDvXFW K3XF5uQgNa?edDaJOjtMzuUHjyKecY 0-1-8 i- 13--00 0 -1 2-"2—" 0i 9-4 03,0 Scale=1:36.3 4x4= 5x5= 4x4= 3x4= 1.5x4= 4x4= 3x3= 3x3= 1.5x4 1, 1.5x4 I I 3x6 FP= 4x7 I'. 4x7 11 1 2 3 4 5 6 7 8 9 10 1112 13 j ---------------­�ZI r !0 25 24 23 22 21 20 19 18 17 16 15 14 3x3= 5x5= 3x6 FP=4x4= 3x3= 3x3= 5x5= 4x4= 3x4= 4x4= 4x4= 1.5x4 (I 11-9-4 12-10.12 1-6-0 4-0.0 6-6-0 9-0.0 10.7-12 10 d 12-9-4 14-11-0 17-5-0 20.2-0 2¢5r0 1-6-0 2-6-0 2-6-0 2-6-0 1-7-12 0. 81-0.0 1-0.00.-8 2-0.4 2-6-0 2-9A 0�- Plate Offsets(X,Y)-- [1:Edge 0-1-8] [12:0-3-0,Edgel,113:0-3-0,Edge],[15:0-1-8,Edgel,[18:0-1-8,Edgel,[19:0-1-8,Edge] [26:0-1-8,0-0-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud ! PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.95 Vert(LL) -0.26 19-20 >925 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(TL) -0.40 19-20 >593 360 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.02 13 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:116 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat)'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. T1:2x4 SP No.1 D(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2x4 SP No.2(ffat)*Except* 2-2-0 oc bracing:19-20,18-19. B2:2x4 SP No.1 D(flat) WEBS 2x4 SP No.2(tlat) REACTIONS. (lb/size) 25=1093/0-5-0,13=1099/0-3-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 25-26=-1088/0,1-26=-1087/0,1-2=-882/0,2-3=-221210,3-4=-3070/0,4-5=-3503/0, 5-6=-3430/0,6-7=-3430/0,7-8=-3430/0,8-9=-2698/0,9-10=-1649/0,10-11=1649/0, 11-12=-1643/0,12-13=-932/0 BOT CHORD 23-24=0/1663,22-23=0/1663,21-22=0/2738,20-21=0/3390,19-20=0/3547,18-19=0/3430, 17-18=0/3142,16-17=0/2278,15-16=0/932 WEBS 12-15=-993/0,13-15=0/1369,6-19=-252/508,7-18=-559/0,1-24=0/1292,2-24=-1241/0, 2-22=0/871,3-22=-835/0,3-21=0/527,4-21=-509/0,4-20=0/280,5-20=-270/105, 5-19=-720/310,12-16=0/1079,9-16=-999/0,9-17=0/667,8-17=-705/0,8-18=0/865 NOTES- 111111111111fl� 1)Unbalanced floor live loads have been considered for this design. U,N V 2)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ,,C`� PQ . F� 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 � �,.;G EN S•, ��i� be attached to walls at their outer ends or restrained by other means. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5)CAUTION,Do not erect truss backwards. N 68182 • �•� T F 441 fff111111 FL Cert. 6634 November 10,2014 0 WARNING-Verify d—iyn jpas—wtera and READ N07W ON THIS AND INCLUDED AUTEK REFERENCE PAGE MI 7473 BBFORB UBB. Design valid for use only with MITek connectors.This design IS based only upon parameters shown,and is for an"Actual buBding 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 responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the bding designer.For general guidance regarding MiTek• al fabrication,quality Control.storage,delivery.erection and bracing,consat ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety IMormatlon avail a from Truwtss Plate Institute,781 N.Lee Street-Suite 312.Alexandria.VA 22314. Tampa,FL 33610-4115 it=f t1•fern Pine(SP)prh.is specified,the design values are those effective 06/01/2013 by ALSC. Job '- struss type ty Castaway Cottage T6624049 J140523 F07 Floor 7 i Job Reference(optional) j Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MTek Industries,Inc. Mon Nov 10 09:10:35 2014 Page i ID:GRBpXm2jl2FjNP'vSGjtW PCyLyV2-7CwJ3onuDvXFW K3XF5uQgNa5adlcJQhtMzuUHjyKecY 0-3-0 1-3-0 1-9-0 om Sca e-1:25.7 4x4= 4x4= 2x5= 1.5x4 11 1.5x4 I 1.5x4= 1 2 3 4 5 6 7 8 i 1� 18 d o i I' 1 16 15 14 13 12 11 10 3x5= 4x4= 4x4= 9 1-7-8 4-1-8 11-1-8 13-7-8 15-1-8 1-7-8 2-6-0 7-0-0 2-6-0 1f,-0 Plate Offsets(X,Y)-- f1:Edge,0-178),18:0-1-8,Edge],(17:0-2-0,0-1-0) (18:0-1-8,0-0-121 LOADING(psf) SPACING- 2-0-0 j CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.57 Vert(LL) -0.11 13-14 >999 480 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.66 Vert(TL) -0.15 13-14 >999 360 BCLL 0.0 Rep Stress Incr YES I WB 0.26 Horz(TL) 0.04 9 n/a rVa BCDL 5.0 Code FBC2010/TPI2007 I (Matrix) Weight:87 lb 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.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=802/0-3-8,9=80810-5-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 16-17=-796/0.1-17=-698/0,9-18=-804/018-18=-803/011-2=-656/0,2-3=-1511/0,3-4=-1937/0,4-5=-1937/0, 5-6=-1937/0,6-7=-1495/0,7-8=-630/0 BCT CHORD 14-15=0/1204,13-14=011795,12-13=011937,11-12=0/1785,10-11=0/1183 WEBS 8-10=0/922,1-15=0/913,7-10=877/0,2-15=-869/0,7-11=0/495,2-14=0/487,6-11=-461/0,3-14=-451/0, 6-12=-18/440,3-13=-29/430 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. 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. ,. 00 IN �. ' .•V\ EN SF•. ` N68182 T F '441 ` ���i�sS •N AL E���� /flllllll FL Cert. 6634 November 10,2014 Q WARMNO-Verify design pusmrreters and READ 1Y01W ON THIS AND INCLUDED it9TEK REFERENCE PAGE MI-7473 BEFORE USB. Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and is for an kidlvldual building component. Not Appltcablity of design parameters and proper incorporation of component Is responsibility of Lxtilding 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 responsibility 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 33610-4115 If Southem Pine(SP)lumber is specified,the design values are those effective 06/0112013 by ALSC Job russ Truss TypedryCastaway Cottage T6624050 J140523 F08 Floor 3 7 Jab Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Mon Nov 10 09:10:36 2014 Page t I D:GR8pXm2j12FjNPvSGjtW PCyLyV2-bOUhHBoW_Df68UejooPfDb7Dk1 em2u31 bdd t pAyKecX 1-3-0 1-0-4 2-" I 0-9-4 Scale=1:23.7 40= 1.5x4 11 1.5x4 1 3x3= 3x3= 3x6 11 4x7 :I 1 3x6 2 3 4 5 6 7 8 9 1 o 0 N � 1 17 16 15 14 13 12 11 10 3x3 II 3x5= 4x4= 3x3= 3x3= 3x3= 4x4= 1.50 11 1-6-0 3-9-4 3-tp;12 4-1412 510.12 6,04 6-0-8 10-6-6 13-3-11 1-6-o 2-34 0.1-8 1-0.0 t-40 0.1-8 2-03 2-6-0 2-9-0 Plate Offsets(X Y)-- [9'0-3-0 Edgel [11:0-1-8 Edge],[15:0-1-8 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.73 Vert(LL) -0.13 13-14 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.66 Vert(TL) -0.20 13-14 >792 360 BCLL 0.0 Rep Stress Incr YES W B 0.25 Horz(TL) -0.03 9 n/a n/a BCDL 5.0 Code FBC2010/rP12007 (Matrix) I Weight:80 Ib Fr=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.1 D(flat)`Except' TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except T2:2x4 SP No.2(flat) end verticals. BOT CHORD 2x4 SP No.-ID(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2(flat) REACTIONS. (Ib/size) 17=721/Mechanical,9=721/0-3-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-17=-696/0,1-2=-519/0,2-3=-1391/0,3-4=-1391/0,4-5=-1391/0,5-6=-1461/0, 6-7=-980/0,7-8=-983/0,8-9=-609/0 BOT CHORD 15-16=0/1027,14-15=0/1391,13-14=0/1533,12-13=0/1318,11-12=0/609 WEBS 8-11=-633/0,9-11=0/894,3-15=-428/0,1-16=01779,2-16=-808/0,2-15=0!737, 8-12=0/559,6-12=-537/0,5-14=-400/100 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 tttJ111111111111111 be attached to walls at their outer ends or restrained by other means. V 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6)CAUTION,Do not erect truss backwards. '`���'OP••�G E N01 N 68182 :�•� T F . .c 10I:- FL FL Cert. 6634 November 10,2014 Q WAPWNG-Vmify design p-esters and RBdD NOTES ON 77f78 AND fNCLUDBD JOTSK RBPBRBNCB PAGE hff1 7478 BBPORB USB. 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 bulidkul designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additkmal temporary bracing to Insure stabliliy during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance iegarding MiTek" fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Satety IMormciflon available from Truss Plate Institute,7871 N.Lee Street,Suite 312 Mexandi1ri.VA 22314. Tampa.FL 33610-4115 tf Southam Pirie(SP)lurrter is specified,the design values are those effective 06/01/2013 by ALSO cuss Truss Type Uty Castaway Cottage 766240511 J140523 IF09 Floor 4 1 _ j Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.600 s Sep 23 2014 MTek Industries,Inc. Mon Nov 10 09:10:37 2014 Page 1 I D:GRBpXm2jl2FjN PvSGjtW PCyLyV2-3a23UTo81XnzIdCvMVwulogQmR?CnKkAgHNbLcyKecW 1-3-0 2i� 1�0� 1-4-0 Scale=1:36.4 3x6= 1.5x4 I 4x10= 3x6 FP= 3x6= 1 2 3 4 5 6 7 8 9 10 11 I o 24 23 22 21 20 19 18 17 16 15 14 13 12 3x6 FP= 1.5x4 I 4x4= 3x5= 3x5= 4-10-12 1-50 3-9-4 3-1002 510.12 7-0-8 9-6-B 12-0.8 13-5013- 4 150.0 17-6-0 20-0.0 21-6-o 1-6-0 2-3-4 0--8 1-0-0 1-0-0 1-1-12 2-6-0 2-6-0 1-4-8 4 4 1-6-12 2-6-0 2-60 1-6-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def] Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.59 Vert(LL) -0.07 19-20 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.52 Vert(TL) -0.10 19-20 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.01 16 n/a Na BCDL 5.0 Code FBC2010/i-P12007 (Matrix) Weight:125 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 puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 24=571/Mechanical,12=158/Mechanical,16=1608/0-3-8 Max Upliftl 2=-141(LC 3) Max Grav24=581(LC 3),12=344(LC 4),16=1608(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-24=-568/0,11-12=-339/145,1-2=-408/0,2-3=-965/0,3-4=-965/0.4-5=-881/0, 5-6=-372/0,6-7=0/765,7-8=0/976,8-9=-323/501,9-10=-323/501 BOT CHORD 22-23=01785,21-22=0/785,20-21=0/965,19-20=0/965,18-19=0/730,16-17=-142710, 15-16=-142610,14-15=-725/243,13-14=-299/381 WEBS 7-16=-1582/0,1-23=0/614,2-23=-597/0,2-21=0/377,7-17=0/1024,6-17=-944/0, 6-18=0/615,5-18=-584/0,5-19=0/254,11-13=-222/313,10-13=-274/240,10-14=-352/0, 8-14=0/388,8-15=-710/0,7-15=01793 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. %J1111111111� 3)Refer to girder(s)for truss to truss connections. ♦♦� U 4 N �/ 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)12=141. ♦♦ (� � 5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �%% OP.•.G E N 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 �� •••�,� SSC`•• �� be attached to walls at their outer ends or restrained by other means. 0 7)CAUTION,Do not erect truss backwards. • N 68182 �'�: • cr O�.• T F ,,','SS 1111�i � �♦♦ I FL Cert. 6634 November 10,2014 Q WARN/NO-Verify design pm mmtera mrd READ NOTES ON IWIS AND INCLUDED MTEK REFERENCE PAGE A01-7473 BEFORE USE. Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applk;ability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Indlvidu01 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 responsiblllty 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 33610-4115 11 Southern Pine(Sp)lumber is specified,the design values are talose effective 06/01/2013 by ALX oTruss fruss iype Uty Castaway Cottage T6624052I J140523 F10 Floor Supported Gable 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MTek Industries,Inc. Mon Nov 10 09:10:37 2014 Page 1 ID:GR8pXm2j12FjNPvSGjtW PCyLyV2-3a23UToBIXnzldCvMVwulogYXR7BnOwAgHNbLcyKecW 0-,48 Scale=1:36.8 3x6= 3x6 FP- 1 2 3 4 5 6 7 8 9 10 11 12 13 14 1516 17 18 37 I 0 36 35 3433 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x3 1'. 3x3= 3x6 FP= 36= 21-6-0 21-6-0 Plate Offsets(X,Y)-- (37:0-1-8,0-0-12) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Vert(LL) n/a n/a 999 i MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) Na n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 19 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:106 lb 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.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2(flat) REACTIONS. All bearings 21-6-0. (lb)- Max Grav All reactions 250 Ib or less at joint(s)36,19,35,34,32,31,30,29,28,27,26,25,24,23,22, 21,20 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)All plates are 1.5x4 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. 7)CAUTION,Do not erect truss backwards. IN I� E N,9 ��,,�• N 68182 :• T F ' \• % t FL Cert. 6634 November 10,2014 Q WARNING-V-ijy deign pwu—.tors um READ NOTES ONT HIS AND INCLUDED AUTEK REPSRP.NCE PAGE 1117/-7473 BEPORB USB. Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an"vidual building component. Applk-ablity of design parameters and proper Incorporation of component is respons"I ty of building designer-not truss designer.Bracing shown Is for lateral support of indtvldual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MOW k' erector. Adaltional permanent bracing of the overall structure Is the responsibility of the"cling designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSIAPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information avalable from Truss Plate Institute,781 N.Lee Street Suite 312.Alexandria,VA 22314. Tampa.FL 33610-4115 if Southern Pine(SP)lumber is specified,the design values are those effective 06/01/2013 by ALSC Job I Truss Truss Type city Ply Castaway Cottage T6624053 J140523 iFG01 FLAT GIRDER it 3 IJob Reference(optional) Manning Building Supplies. Jacksonville,FL 7.600 s Sep 23 2014 M7ek Industries.Inc. Mon Nov 10 09:10:39 2014 Page 1 I D:GR8pXm2jl2FjNPvSGjtW PCylyV2-?z9gv9gPG81 h?xMIUwyMrDljHEanFgOTHbsiQUyKecU 4-0-14 8-M 11-11-2 16-0-0 4-0-14 3-11-2 3-11-2 4-0-14 Scale=1:27.7 1.5x4 ! 3x8= 1.5x4 I I 4x10= 4x10= 1 11 2 12 3 4 13 5 li i I j 9 8 7 10 6x12= 1.5x4 ! 6x12= 6 2x5 12x5 1 4-0-14 8-" 11-11-2 16-0-0 r 4-0-14 3-11-2 3-11-2 4-0-14 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) -0.18 8 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.96 Vert(TL) -0.37 8 >512 360 BCLL 0.0 ' Rep Stress Incr NO WB 0.62 Horz(TL) 0.06 6 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.12 8 >999 240 Weight:235 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1D TOP CHORD Structural wood sheathing directly applied or 2-7-13 oc purlins, except BOT CHORD 2x4 SP NoAD end verticals. WEBS 2x4 SP No.2'Except' SOT CHORD Rigid ceiling directly applied or 9-7-14 oc bracing. W2:2x4 SP No.1D REACTIONS. (Ib/size) 10=4489/0-5-8,6=4818/0-5-8 Max Horz 10=-63(LC 10) Max UpliftlO=-425(LC 8),6=-542(LC 9) Max Grav 10=4509(LC 17),6=4864(LC 17) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-4401/441,1-11=-10125/975,2-11=-1 0125/975,2-12=-1 0125/975,3-12=-1 0125/975, 3-4=-10687/1176,4-13=-10687/1176,5-13=-10687/1176,5-6=-4745/561 BOT CHORD 9-10=-101/411,8-9=-1464/13785,7-8=-1464/13785,6-7=-71/431 WEBS 1-9=-1007/10304,2-9=-2189/208,3-9=-3866/512,3-7=-3272/311,4-7=-2590/349, 5-7=-1206/10877 NOTES- 1)3-ply truss to be connected together with 1 Od(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 1-0-0 oc. 111111111 Bottom chords connected as follows:2x4-1 row at 1-0-0 oc. `��I/v'N 11�I Webs connected as follows:2x4-1 row at 1-0-0 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 ,•\G E tV S•<`��♦ 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=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11; i Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 15-10-4 zone;cantilever left N 68182 and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psi bottom chord five load nonconcurrent with any other live loads. 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 2-0-0 wide willOma•• T F Z. fit between the bottom chord and any other members. ♦ it` Q `� 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 425 Ib uplift at joint 10 and 542 Ib uplift at ♦j 1�..•• ♦ �► joint 6. ♦i� ss • � ••• 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. elf 1111111111 LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) FL Cert. 6634 Vert:1-12=-535(F=-110),5-12=-620(F=-110),6-10=-10 November 10,2014 Q WARN/NO-Verify dr iyn pw-ters and READ NOTES ON 771IS AND INCLUDED JUTEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use oNy 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 IndhMA7al web members only.Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek' erector. Additional permanent tracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and brachg,consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salary Information available from Truss Plate Institute-781 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610-4115 rr sovt kern pine JSP)iumbet is spec iced,the design values are tfiose effective 06/0112013 by ALSC cuss Iruss Type Uty Fly Castaway Cottage T6624054 J140523 FG02 FLAT GIRDER 1 2 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 Mitek Industries,Inc. Mon Nov 10 09:10:39 2014 Page 1 ID:GR8pXm2jl2FjNPvSGitW PCyLyV2-?z9gv9gPG81 h?xMIUwyMrDlk7EdaF9VTHbsiQUyKecU 2-10-7 5-7-1 8-5-8 2-10-7 2-e-11 2-10-7 Scale=1:16.2 3x8 1.5x4 ,I 3x10= 1.5x4 I = 1 2 3 4 1 1 9 7 10 6 11 1 HTU26 5x10= HTU26 1.5x4 11 8 HTU26 5 1.5x4 1 44= 2-10-7 5-7-1 8-5-8 2-10-7 2-8-11 2-10-7 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) -0.04 6-7 >999 480 MT20 244/190 TCDL 10.0 1 Lumber DOL 1.00 BC 0.78 Vert(TL) -0.08 6-7 >999 360 BCLL 0.0 ' Rep Stress Incr NO WB 0.59 Horz(TL) 0.02 5 n/a Na BCDL 5.0 Code FBC2010ITP12007 (Matrix-M) Wind(LL) 0.04 6-7 >999 240 Weight:87 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 3-2-12 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-5-0 oc bracing. REACTIONS. (Ib/size) 8=2586/0-5-8,5=2538/0-3-8 Max Horz 8=-63(LC 4) Max Uplift8=-755(LC 4),5=-680(LC 5) Max Grav8=2719(LC 25),5=2662(LC 25) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-8=-2622/690,1-2=-3986/1232,2-3=-3986/1232,4-5=-612/64 BOT CHORD 7-10=-1203/3960,6-10=-1203/3960,6-11=-1203/3960,5-11=-120313960 WEBS 1-7=-1384/4445,2-7=-1580/157,3-6=-435/399,3-5=-4431/1332 NOTES- 1)2-ply truss to be connected together with t Od(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 1-0-0 oc. Bottom chords connected as follows:2x4-1 row at 0-11-0 oc. Webs connected as follows:2x4-1 row at 1-0-0 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. `,����V,N V,11#i 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.11; `�� PQ Fz fj Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL-1.60 ,� 'Q�,.;G ENS �, plate grip DOL=1.60 F�'.� 4)Provide adequate drainage to prevent water ponding. 0 5)This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. N 68182 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 755 Ib uplift at joint 8 and 680 Ib uplift at .� joint 5. (V • 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. O T F 9)Use Simpson Strong-Tie HTU26(10-10d Girder,14-10dx1 1/2 Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 1-11-4 from the left end to 5-11-4 to connect truss(es)to front face of bottom chord. �i� \�,.•� \ �� 10)Fill all nail holes where hanger is in contact with lumber. J*SS •!!���� LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-4=-535,5-8=-10 FL Cert. 6634 November 10,2014 Continued on olaae 2 Q WARMNO-Ve ijy design jp—wneteta and READ NO7ES ON rHIS AND IMLUDED AUTBK REFERENCE PAGE i1B1-7473 BSF01W USE. Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Appiicabilty of design parameters and proper Incorporation of component is responsibility of building designer-not Truss designer.Bracing shown Is for lateral support of irncilvldual web members only. Additional temporary bracing to insure stability during construction Is the resporsibilllty,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 avallable from Truss Plate Institute.781 N.Lee Sleet,Suite 312,Alexandria.VA 22314. Tampa,FL 33610-4115 tf Southern Pine(SPI lumber is specified.the design values are Mase effective 06/01/2413 by ALSO Job Truss fuss lype ty y Castaway Cottage J140523 FG02 FLAT GIRDER 1 T6624054 2 11Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MTek Industries,Inc. Mon Nov 10 09:10:39 2014 Page 2 I D:GRBpXm2jl2FjNPvSGjtW PCyLyV2-?z9gv9gPGB1 h?xMl UwyMrDlk7EdaF9VTHbsiQUyKecU LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:9=-224(F)10=-224(F)11=-224(F) Q WARNINO-Vc i y design pw-amct—a and READ NOTES ON THIS AND INCLUDED AffTEK REPS FENCE PAGE JCI-7478 SEFORE USB. 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 MASS designer.Bracing shown Is for lateral support of Individual web members orgy. Additional temporary bracing to Insure stability dMing 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/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Rate Institute,781 N.Lee Street Suite 312,Alexandria,VA 22314. Tampa,FL 33610-4115 HSouthem Puce(SP)kmnber is specifted,the design values are those effective 06/01/2013 by ALSO JobG-03. toss ype ty y Castaway Cottage T6624055 J140523 FG03 FLAT GIRDER 1 2 Job Reference(optional) � Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 M7ek Industries,Inc. Mon Nov 10 09:10:40 2014 Page 1 I D:GR8pXm2jl2FjNPvSGjtW PCyLyV2-T9jC7Vr11 S9Yc5xU 1 eTbNQHwJezP_a9cW FbFyxyKecT 3-1-0 5-10-8 8-11-8 3-1-0 2-9-8 3-1-0 Scale=1:17.2 1.5x4 I I 4x10= 1.5x4 I'. 3x10= 1 2 3 4 T T7 U4 8 9 ,0 7 6 HTU262x4 I HTU26 6x10= HTU26 HTU26 5 6x6= 3x6 -2 3-1-0 5-10-8 8-11-8 -2 2-11-0 2-9-8 3-1-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.70 ( Vert(LL) -0.05 6-7 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.81 Vert(TL) -0.10 6-7 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.76 Horz(TL) 0.02 5 n/a rVa BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.05 6-7 >999 240 Weight:104 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 D TOP CHORD Structural wood sheathing directly applied or 3-3-5 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-10-5 oc bracing. REACTIONS. (Ib/size) 8=3189/0-3-8,5=3224/0-3-8 Max Horz8=-60(LC 19) Max Uplift8=-1001(LC 4),5=-1 107(LC 5) Max Grav8=3362(LC 25),5=3438(LC 25) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-8=-780/109,2-3=-5241/1689,3-4=-5241/1689,4-5=-3099/856 BOT CHORD 8-9=-1708/5312,7-9=-1708/5312,7-10=-1708/5312,6-10=-1708/5312 WEBS 2-8=-5773/1844,2-7=-533/444,3-6=-1930/260,4-6=-1850/5730 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x&')nails as follows: Top chords connected as follows:2x4-1 row at 1-0-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 1-0-0 oc. Webs connected as follows:2x4-1 row at 1-0-0 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 //111111 '���I connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. l N 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.ll; ,� Q`Q �� ♦j♦ Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 ,%% 0 .\G E N S;•, ��♦♦ plate grip DOL=1.60 :� •' �. F•'•, ♦� 4)Provide adequate drainage to prevent water ponding. N 681 82 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ; 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1001 Ib uplift at joint 8 and 1107 Ib uplift at .9• 0: joint 5. O 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. T F O•• ••��: 9)Use Simpson Strong-Tie HTU26(20-1Od Girder,11-10dx1 1/2 Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting ♦♦ .• Q ,� at 1-11-4 from the left end to 7-11-4 to connect truss(es)to front face of bottom chord. ♦ \�,•'� �� 10)Fill all nail holes where hanger is in contact with lumber. ♦♦♦i SS . 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)57 Ib down and 38 Ib up at 0-1-12 /� •••AL on bottom chord. The design/selection of such connection device(s)is the responsibility of others. t t 1111111 LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 FL Cert. 6634 November 10,2014 Continued on a e 2 Q WARNINO-Verify design p—r teres—d READ NOTES ON THIS AND INCLUDED 11ITBK REPBRBNCB PAGE MI-7473 BBPORB USB. Design valid for use orgy with Welk 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 WOW fabrication.quality control,storage,delivery.erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Rate Institute,781 N.Lee Street.Suite 312,Alexandria.VA 22314. Tanga,FL 33610-4115 I/Southern pirm(Sp)lumhcr is specified.,the design values are those effective 06/01/2913 by ALSC Job Truss u I ype71 --TCPT Castaway Cottage 76624055 J140523 FG03 FLAT GIRDER 2 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Mon Nov 10 09:10:40 2014 Page 2 ID:GR8pXm2jl2FjNPvSGjtW PCyLyV2-T9jC7Vr11 S9Yc5xU1 eTbNQHwJezP_a9cW FbFyxyKeeT LOAD CASE(S) Standard Uniform Loads(pit) Vert:1-4=-620,5-8=-1 0 Concentrated Loads(Ib) Vert:8=-56 6=-224(F)9=-224(F)10.224(F)11.224(F) Q WARMNO-V—fy design yarn net—and READ NOTES ON T711S AND INCLUDED AUT EK REFERENCE PAGE ifll-7478 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 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/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalable from Truss Plate institute.781 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610-4115 If Southern Pine(SP)lumber is specified,the design values ate tfiose effective 06/01/2013 by ALSO Truss Truss Type aty Ply Castaway Cottage 76624056 J140523 FG04 FLAT GIRDER i 2!Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 Mi rek Industries.Inc. Mon Nov 10 09:10:41 2014 Page 1 ID:GR8pXm2jl2FjNPvSGjtW PCyLyV2-yMHaKrsfolHPEFWgbL_gwegB72K-jC9mtvLoUNyKecS 5-" 5-0-8 4x4= 2x4 II Scale=1:13.3 1 5 2 LLI 7 I 4 6 4x4= 3 2x4 11 5-0-6 5-0-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.31 Vert(LL) -0.04 3-4 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.72 Vert(TL) -0.06 3-4 >882 360 BCLL 0.0 ' Rep Stress Incr NO WB 0.01 Horz(TL) -0.00 3 n/a rVa BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) ! Wind(LL) 0.00 4 "" 240 Weight:65 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-8 oc puffins, except BOT CHORD 2x6 SP No.ID end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=645/0-3-8,3=798/0-9-0 Max Horz4=56(LC 5) Max Uplift4=-115(LC 4),3=-245(LC 5) Max Grav4=1375(LC 12),3=949(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-4=-279/129,2-3=-644/252 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 1-0-0 oc,2x6-2 rows staggered at 1-0-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-6-0 oc. Webs connected as follows:2x4-1 row at 1-0-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft B=45ft;L=24ft;eave=4ft Cat.11; lI1��111 ,1I�� Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 `,(`�v,N V plate grip DOL=1.60P••,,... 4)Provide adequate drainage to prevent water ponding. �� '0,• �G E N S••.`� 5)n/a �� •• V F ••, 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will N 68182 fit between the bottom chord and any other members. *:• •• 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 115 Ib uplift at joint 4 and 245 Ib uplift at = joint 3. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)476 Ib down and 160 Ib up atT F � :� O 4-5-8 on top chord,and 893 Ib down at 0-5-8,and 893 Ib down at 2-5-8 on bottom chord. The design/selection of such connection V, z. device(s)is the responsibility of others. j ••• �� is•• G�� *01;1S •NAL�?�� FL Cert. 6634 LOAD CASE(S) Standard November 10,2014 Continued on a e 2 Q WARNING-Verify doiyn pw wreeters wed READ NOTss ON T7116 AND INCLUDED JW713fr REFERENCE PADS MI-7473 ESFORS UBE. 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 indtvMtjd web members only. Additional temporary bracing to Insure statAlty during constmctk)n Is the resporuiblilty of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding M!Tek" fabrication,quality control,storage,delivery,erection and bracing.consult ANSIAPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalable from Truss Rafe Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610-4115 if Smthern pine(Sal)lumber is seed,the design values are those effective 06/01/2013 by ALSC oI russcuss ype rty y Castaway Cottage n T6624056 J14o523 FG04 FLAT GIRDER i1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Mon Nov 10 09:10:41 2014 Page 2 ID:GRBpXm2jl2FjNPvSGjtWPCyLyV2-yMHaKrsfolHPEFWgbL_gwegB72K jC9mtvLoUNyKecS LOAD CASE(S) Standard 1)Dead+Root Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert:1-2=-100,3-4=-10 Concentrated Loads(lb) Vert:5=-448 6=-236(F)7=-236(F) Q WARMNO Verify design parameters and READ NOTES ON THIS AND INCLUDED Mf7EK REFERENCE PAGE JUI-7473 BEFORE USE Design valld 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 ody. Additional temporary bracing to Insure stability during construction Is the responsibility of the �A erector. Additionai permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek• n .� 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 avdable from Truss Plate Institute,781 N.Lee Street Suite 312.Alexandria,VA 71314. Tampa,FL 33610-4115 1f Soutflem Pine(SP)lturrber is specified,the design values are dwse effective 06/01/2013 by ALSO Job russ 'Truss Type oty Ply ,Castaway Cottage T6624057 �J140523 FGOS FLAT GIRDER 1 4 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 M7ek Industries,Inc. Mon Nov 10 09:10:42 2014 Page 1 I D:GRBpXm2j12FjNPvSGjtW PCyLyV2-QYryXBsHZ3PGsP5t93W 3SrN DW ShZSQBvzY4M 1 pyKecR r 2-5-9 4-7-9 6-9-10 9-1-3 11-4-13 13-8-6 15-10-7 18-0-7 20-6 2-5-9 2-2-1 2-2-1 2-3-9 23-9 2-3-9 2-2-1 2-2-1 2-5-9 9 Scale=1:36.0 4x10— 1.5x4 II 3x8= 3x10= 1.5x4 11 1.5x4 11 4x10= 5x5= 4x10= 1.5x4 11 1 2 3 P1 4 22 5 6 23 7 8 9 10 4 m 1 19 18 17 16 15 14 13 12 20 11 3x10 I I 5x12= 5x5= 3x6 11 5x5= 5x5= 3x6 11 5x8= 3x6 I6x6— HGUS26-2 This truss is NOT symmetric. Proper orientation is essential. 2-5-9 1 6-9-10 9-1-3 11-4-13 13-8-0 15-10-7 18-0-7 20-6-0 22 2-2-1 2-2-1 2-3-9 2-3-9 2-3-9 2-2-1 2-2-1 2-5-9 Plate Offsets(X Y)-- (3:0-3-8 0 1-81 [8:0-2-8,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.84 Vert(LL) -0.30 16 >800 480 MT20 137/130 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(TL) -0.56 16 >430 360 BCLL 0.0 ' Rep Stress Incr NO W B 0.98 Horz(TL) 0.05 11 n/a Na BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.25 16 >955 240 Weight:634 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 1-9-13 oc purlins, except TI:2x4 SP No.1 D end verticals. BOT CHORD 1-1/2x9-1/4 LP-LSL 1.75E BOT CHORD Rigid ceiling directly applied or 7-3-15 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 20=7583/0-5-8,11=3616/0-7-3 Max Horz 20=52(LC 7) Max Uplift20=-2343(LC 4),11=-1341(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-20=-5972/1879,1-2=-11394/3808,2-3=-11394/3808,3-21=-21826/7736, 4-21=-21826/7736,4-22=-23100/8620,5-22=-23100/8620,5-6=-23100/8620, 6-23=-23100/8620,7-23=-23100/8620,7-8=-10810/4009,8-9=-10810/4009, 9-10=-279/108 BOT CHORD 19-20=-226/679,18-19=-7708/21826,17-18=-10900/29282,16-17=-10900/29282, 1 5-1 6=-8643/231 00,14-15=-6565/17595,13-i4=-6565/17595,12-13=-2385/6389, 11-12=-2385/6389 WEBS 1-19=-4030/11933,2-19=-1087/94,3-19=-11773/4434,3-18=-1951/4377, 4-18=-8415/3623,4-17=-1307/3141,4-16=-6907/2575,6-15=-369/154,7-15=-2477/621 0, 7-14=-188/582,7-13=-7657/2871,9-13=-1859/4990,9-12=-157/457,9-11=-6805/2525 I NOTES- 1) OTES 1)4-ply truss to be connected together with 10d(0.131"x3")nails as follows: ``� S4 i Top chords connected as follows:2x4-1 row at 0-7-0 oc. i Bottom chords connected as follows:1-1/2x9-1/4-5 rows staggered at 0-4-0 oc. N 68182 Webs connected as follows:2x4-1 row at 1-0-0 oc. Attach TC w/1/2"diam.bolts(ASTM A-307)in the center of the member w/washers at 4-0-0 oc. Attach BC w/1/2"diam.bolts(ASTM A-307)in the center of the member w/washers at 4-0-0 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 pig connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. O'.� T F 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft 8=45ft;L=24ft;eave=oft;Cat.Il; � T Q Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL-1.60 �,.'`�\ plate grip DOL=1.60 If lss "'* 5)This trusshas beenadequate drainage des designed ora0.0 psfbottom preventrponding. chord N live load nonconcurrent with any other live loads. ��I� I f 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2343 Ib uplift at joint 20 and 1341 Ib uplift aF FL Ceti. 6634 joint 11. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. November 10,2014 Continued on paqe 2 0 WARMNO-Verify d—ign pour Hetes rind READ NOTES ON THIS AND INCLUDED NITBK REFERPIJCE PAGE A91 7473 BEFORE USB. Design valid for use only with MlTek connectors.This design Is based only upon parameters shown,and Is for an InchAdual building component. Appk-ablity of design parameters and proper Incorporation of component Is responsibility of bNtding 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 erector. Additional permanent bracing of the overall structure is the responsibility of the budding 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 33610-4115 if soutfiem Aire(sq)lurnber is specified the design values are tbase effective 06/01/2013 by ALSC Jobtoss toss ype •ty y Castaway Cottage �1 T6624057 J140523 FG05 FLAT GIRDER 1 4 Job Reference(optional) I Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MTek Industries,Inc. Mon Nov 10 09:10:42 2014 Page 2 I D:GR8pXm2j12FjN PvSGjtW PCyLyV2-QYryXBsHZ3PGsP5t93W 3SrN DW ShZSQBvzY4M 1 pyKecR NOTES- 9)Use Simpson Strong-Tie HGUS26-2(20-16d Girder,8-16d Truss)or equivalent at 6-9-8 from the left end to connect truss(es)to back face of bottom chord. 10)Fill all nail holes where hanger is in contact with lumber. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)4453 Ib down and 1493 Ib up at 6-7-8 on top 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=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert:1-21=-516,4-21=210,4-10=-100,11-20=-10 Concentrated Loads(lb) Vert:4=-4190 17=-2237(B) Q WARNING-vcrify deaiyn parameters and READ N07ES ON THIS END INCLUDED iffTRK REPBRENCE PAGE b91-7473 BBPORE 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 responsibilllty of the Mitek' erecta. Addltlor"permanent bracing of the overall structure Is The responsibility of the building designer.For general gukiance regarding fabrication,quality control,storage,delivery,erection and brachg,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 21314. Tampa,FL 33610-4115 If southem Pirie(SP)IwrrBer is specified,the design values are ttmne effective 06/01/2013 by ALSC Job Truss Type oty y Castaway Cottage A 766240581 J140523 FGos i FLAT GIRDER 11 Job Reference(optional) j Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Mon Nov 10 09:10:43 2014 Page 1 I D:GRBpXm2j12FjNPvSGjtW PCyLyV2-ukPLIXtvKNX6TYg3jm 11?3vT4rxJBuF3CCgvZGyKecO 3-3-1 6-4-6 9-5-10 1 12-6-15 15-10-0 3-3-1 3-1-5 3-1-5 3-1-5 3-3-1 Scale=1:27.5 2x4 11 3x10= 2x4 I 4x10= 3x4 11 1 4x10= 2 3 4 5 6 Dill DI i 1 � I i I 13 11 14 15 10 16 9 17 18 8 19 7 12 6x12= 2x4 2x4 II 6x8= 4x10 I HTU26 HTU26 HTU26 4x10= HTU26 HTU26 HTU26 HTU26 This truss is NOT symmetric. Proper orientation is essential. 3-3-1 6-4-6 9-5-10 12-6-15 15-10-0 3-3-1 3-1-5 3-1-5 3-1-5 3-3-1 Plate Offsets(),Y)-- [11:0-6-0,0-3-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.54 Verill -0.19 9-10 >993 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.99 Vert(TL) -0.35 9-10 >535 360 1 BCLL 0.0 Rep Stress Incr NO WB 0.93 HOrz(TL) 0.05 7 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) j Wind(LL) 0.17 9-10 >999 240 Weight:205 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-14 cc purlins, except BOT CHORD 2x6 SP No.1D end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-14 cc bracing. REACTIONS. (Ib/size) 12=2178/0-5-8,7=2248/Mechanical Max Horz 12=-56(LC 6) Max Upliftl2=-1529(LC 4),7=-1536(LC 5) Max Grav 12=3077(LC 2),7=3268(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-12=-2667/1331,1-2=-6514/3222,2-3=-6514/3222,3-4=-10158/4875,4-5=-10158/4875, 5-6=-398/194,6-7=-272/136 BOT CHORD 12-13=-225/387,11-13=-225/387,1 1-1 4=-4972/1 01 24,1 4-1 5=-4972/1 01 24, 10-15=-4972110124,10-16=-4972/10124,9-16=-4972/10124,9-17=-3311/6974, 17-18=-3311/6974,8-18=-3311/6974,8-19=-3311/6974,7-19=-3311/6974 WEBS 1-11=-3262/6573,2-11=-293/203,3-11=-3873/1886,3-10=-547/1089,4-9=-251/156, 5-9=-1727/3416,5-8=-516/1257,5-7=-7055/3339 NOTES- 11111111 f 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: %I/I VN V Top chords connected as follows:2x4-1 row at 1-0-0 oc,2x6-2 rows staggered at 1-0-0 cc. ,�� PQ••,N• ,� Bottom chords connected as follows:2x6-2 rows staggered at 0-11-0 cc. ♦ O )LN`S Webs connected as follows:2x4-1 row at 1-0-0 cc. �.••;,\C 11 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. Nc 68182 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.IIS Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber D0L=1.6Q plate grip DOL=1.60 ►-fl; 4)Provide adequate drainage to prevent water ponding. • 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0�.� T F :�� 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 00 .•T P•:�1 �� fit between the bottom chord and any other members. 0## 1�.• Q\�,� 7)Refer to girder(s)for truss to truss connections. �iI SS •• �� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1529 Ib uplift at joint 12 and 1536 Ib uplift at st� •N AL ���` joint 7. f f f 11111111 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 10)Use Simpson Strong-Tie HTU26(20-10d Girder,11-10dxl 1/2 Truss,Single Ply Girder)or equivalent spaced at 2-0-0 cc max.starting at 1-11-4 from the left end to 13-11-4 to connect truss(es)to front face of bottom chord. FL Cert. 6634 11)Fill all nail holes where hanger is in contact with lumber. November 10,2014 Continued on oaae 2 Q WdRMNG-Vn-ify design pm—r—ters and READ NOTES ONTHIS dND INCLUDED kUT13K RBPBRBNCB PAGB A91-7473 BBFORB USE Design valid for use only with Mll connectors.This design is based only upon parameters shown,and is for an Individual bull 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"ding designer.For general guldance regarding fabrication,quality control,storage.delivery,erection and bracing,consult Al I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety IL—nation avail from Truss Plate Institute,781 N.Lee Street Suite 312,Alexandria.VA 72314. Tampa,FL 33610-4115 ff Soutfrern pule(SP)lumber is spectf ed,the design values are these effective 06/01/2013 by ALSO Job Truss Truss Type Ply Castaway Cottage 76624058 J140523 FG06 FLAT GIRDER 1 � 1 2 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Mon Nov 10 09:10:43 2014 Page 2 ID:GR8pXm2jl2FjNPvSGjtW PCyLyV2-ukPLIXtvKNX6TYg3jm11?3vT4rxJBuF3CCgvZGyKecO NOTES- 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)571 Ib down at 2-1-12,571 Ib down at 4-1-12,571 Ib down at 6-1-12,571 Ib down at 8-1-12,711 Ib down at 10-1-12,and 711 Ib down at 12-1-12,and 711 Ib down at 14-1-12 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=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert:1-6=-100,7-12=-10 Concentrated Loads(lb) Vert:13=-371(F=-224,B=-147)14=-371(F=-224,B=-147)15=-371(F=-224,B=-147)16=-371(F=-224,B=-147)17=-411(F=-224,B=-187)18=-411(F=-224,B=-187) 19=-411(F=-224,B=-187) Q WARNING-Vmify design ju - tetra and READ N078S ON 77IIS Aim INCLUDED NI7EK REFERENCE PAGE W1 7473 BEFORE USB. Design valid for use only w11h MITek connectors.This design Is based only upon parameters shown,and is for an Individual balding 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 oNy. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. AddlBor"permanent bracing of the overall structure is the respons"Illy of the building designer.For general guidance regarding MiTek' fabrlcafion,quality control,storage,delivery.erection and bracing,consult ANSI/TPI l Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Rate Institute,781 N.Lee Street Suite 312.Nexandrla.VA 22314. Tampa,FL 33610-4115 if Southern pine(SP)tumber is specfied,the design values are those effective 06/01/2013 by ALSO toss toss ype ,ty y Castaway Cottage n T6624059� J140523 FG07 FLAT GIRDER i 1 2 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 Wait Industries,Inc. Mon Nov 10 09:10:44 2014 Page 1 ID:GR8pXm2jl2FjNPvSGjtW PCyLyV2-MxzjytuX5gfz5iFFGUYXYGSaYFJdwNNCRsZT5iyKecP 4-4-0 8-8-0 4-4-0 4-4-0 Scale=1:16.6 7x10 MT20HS— 2x4 i,i 7x10 MT20HS= t 2 3 1 d H P, I I 7 5 8 9 4 HTU26 10x14 HTU26 HTU26 6 3x8 3x8 11 HTU26 4-4-0 8-8-0 4.4-0 4-4-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.81 Vert(LL) 0.70 5 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(TL) -0.18 4-5 >563 360 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.81 Horz(TL) -0.00 4 Na rVa BCDL 5.0 Code FBC2010/fP12007 I (Matrix-M) Wind(LL) 0.09 4-5 >999 240 Weight:117 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.1 D TOP CHORD Structural wood sheathing directly applied or 2-9-1 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.2'Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W2:2x4 SP No.1 D REACTIONS. (Ib/size) 6=4774/0-5-8,4=4971/Mechanical Max Horz6=56(LC 5) Max Uplift6=-1502(LC 4),4=-1770(LC 5) Max Grav6=4984(LC 28),4=5223(LC 28) FORCES. (Ib)-Max.Comp./Max.Ten--All forces 250(lb)or less except when shown. TOP CHORD 1-6=-396711096,1-2=-9402/3040,2-3=-9402/3040,3-4=-3973/1096 WEBS 1-5=-3177/9769,2-5=-2852/389,3-5=-3177/9790 NOTES- 1)2-ply truss to be connected together with t Od(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 1-0-0 oc,2x6-2 rows staggered at t-0-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 1-0-0 oc. 2)All loads are considered equally applied to all plies,except it noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply 111j111 1/�� connections ave been provided to ute only loads noted as(F)or ),unless otherwise 3)Exp C;EncEhGCp VO.i 8;MW FRS(directional);atl)gust) left and right expo efd;end vertOcal left and right exposed;LumberDOIL=1!60 ,� ,,QP,a G,E N V�<` i plate grip DOL=1.60 :� ,•••�� `sF••? �� 4)Provide adequate drainage to prevent water ponding. oo 5)All plates are MT20 plates unless otherwise indicated. =* •• N 681180 2 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. -fl; :IX 8)Refer to girder(s)for truss to truss connections. T F :•441 ` 9)Provide metal plate or equivalent at bearing(s)4 to support reaction shown. ` 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1502 Ib uplift at joint 6 and 1770 Ib uplift at i0••.•� P ,� joint 4. �j 1•Q•.•• \ �� 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 12)Use Simpson Strong-Tie HTU26(20-10d Girder,11-10dxl 1/2 Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting ���� •N A�- 111 at 2-0-12 from the left end to 8-0-12 to connect truss(es)to back face of bottom chord. 11111111111 13)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard F7FL Cert. 6634 November 10,2014 Continued on i)acie 2 0 wARN/NO-verify design yarmnetera and READ AfOMB ON7NI8 AND INCLUDED MII78K REFERENCE PAGE J01-7473 BEFORE USB. Design valid for use oNy with MITek connectors.This design Is based only upon parameters shown,and is for an Individual bolding 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/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety InIormaibn available from Truss Rate Institute,781 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610-4115 ff Saut.Pine(SP)lumber is spec ifred,the design values we those effective 06/01/2413 try AtSC Job Truss Truss Type •tyy Castaway Cottage n T6624059 IJ140523 iFG07 FLAT GIRDER 1 G Job Reference(optional) L Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Mon Nov 10 09:10:44 2014 Page 2 I D:GR8pXm2jl2FjN PvSGjtW PCyLyV2-Ml¢jytuX5gtz5iFFGUYXYGSaYFJdwNNC RsZT5ryKecP LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert:1-3=-620,4-6=-420(F=-410) Concentrated Loads(lb) Vert:5=-259(F=-34,B=-224)7=-259(F=-34,B=-224)8=-259(F=-34,B=-224)9=-259(F=-34,B=-224) Q WARNfM-Verify design parmnetcra and READ NOTES ON THIS AND INCLUDED JUT BR REPERENCE PAGE J61-7473 EEPOR&USE. Design valid for use only with MITek connectors.This design is based only upon parameters shown,and is for an Individual YriNding component. , Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown in is for lateral support of Individual web members only. Additional temporary bracing to insure stabNlty 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. Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610-4115 tf Southem Pine(SP)lumber is specified,the design values are ttKme effective 06/01/2013 by ALSC Job russ Truss Type ty y Castaway Cottage '. 76624060 J140523 FG08 FLAT GIRDER 1 4 Job Reference(optional) Manning Building Supplies,Jacksonville,FL 7.600 s Oct 3 2014 MiTek Industries,Inc. Mon Nov 10 10:47:07 2014 Page 1 I D:GR8pXm2jl2Fj N PvSGjtW PCyLyV2-BchKVpruC4SkArjdnY3u W YTohQ4?NsyPE5w_aOyKdC2 2-3-3 4-4-10 6 6-1 8-7-7 10-8-14 12-10-5 15-1-8 2-3-3 2-1-7 2-1-7 2-1-7 2-1-7 2-1-7 2-3-3 Scale=1:24.8 2x4 II 12x14 = 2x4 !I 4x10= 2x4 I 12x14 = A B C Q D E F q GG H ILI Oi Ll 1 O N M L K J P 12x14 = 5x14= 5x8= 3x6 II 5x12 = 12x14 = HGUS28-2 2-3-3 4-4-10 6-6-1 8-7-7 10-8-14 _ 12-10-5 15-1-8 2-3-3 2-1-7 2-1-7 2-1-7 2-1-7 2-1-7 2-3-3 Plate Offsets(X Y)-- (C:0-7-0 0-3-121 (H:Edge 0-4-12] [J:0-7-0,0-3-121.[0:0-6-4,0-2-12],IF Edge 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.97 Vert(LL) -0.19 L-M >935 480 MT20 137/130 TCDL 10.0 Lumber DOL 1.00 BC 0.76 Vert(TL) -0.33 L-M >535 360 BCLL 0.0 Rep Stress Incr NO WB 0.75 Horz(TL) 0.04 1 n/a Na BCDL 5.0 Code FBC2010fTP12007 (Matrix-M) Wind(LL) 0.14 M >999 240 Weight:520 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.1 D TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 1-1/2x9-1/4 LP-LSL 1.75E BOT CHORD Rigid ceiling directly applied or 7-10-10 oc bracing. WEBS 2x4 SP No.2*Except" A-0,C-0,C-M,E-M,E-K,G-K,G-I:2x4 SP No.1 D REACTIONS. (Ib/size) P=9186/0-5-8 (min.0-1-10),1=5823/0-3-8 (min.0-1-8) Max Harz P=-48(LC 4) Max Uplift P=-2531(LC 4),1=-1874(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-P=-7640/2132,A-B=-14166/4114,B-C=-14166/4114,C-Q=-33508/10579, D-Q=-33508/10579,D-E=-33508/10579,E-F=-19192/6136,F-G=19192/6136,G-H=-545/184, H-I=-325/115 BOT CHORD O-P=-281/924,N-O=-8463/27907,M-N=-8463/27907,L-M=-9440/29518,K-L=-9440/29518, J-K=-3316/10296,I-J=3316/10296 WEBS A-O=-4324/14807,B-O=-1084/186,C-O=-15341/4845,C-N=-669/1927,C-M=-2383/6254, D-M=-5277/1983,E-M=1294/4526,E-L=-701/2194,E-K=-11528/3674,G-K=3173/9933, G-I=-10887/3494 �,1i111111/j� NOTES- , �,PQV N VIds' 1)Na �,0 2)4-ply truss to be connected together as follows: C E N,3 �i Top chords connected with 1O(0.131"x3")nails as follows:2x4-1 row at 1-0-0 oc,2x6-2 rows staggered at 0-7-0 oc. ��' Bottom chords connected with 1 Od(0.148"x3")nails as follows:1-1/2x9-1/4-5 rows staggered at 0-4-0 oc. 00 Web connected with 1O(0.131"x3")nails as follows:2x4-1 row at 1-0-0 oc. N 68182 Attach TC w/1/2"diam.bolts(ASTM A-307)in the center of the member w/washers at 4-0-0 oc. Attach BC w/1/2"diam.bolts(ASTM A-307)in the center of the member w/washers at 4-0-0 oc. 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 connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasal=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat. O T F :��� It;Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 �j �••� �� 5)Provide adequate drainage to prevent water ponding. 7)This Thistruss truss has been designed foed for rali eP ad of 0.0 sf onf bottom chord live the bottom chord in all areas where alive r rectangle 3-6-0 tall by 2-0-0 wide ���I 11 N }` g p will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2531 Ib uplift at joint P and 1874 lb uplift at joint I. FL Cert. 6634 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 10)Use Simpson Strong-Tie HGUS28-2(36-10d Girder,12-10d Truss)or equivalent at 6-9-8 from the left end to connect truss(es)FG07 November 10,2014 (2 ply 2x6 SP)to front face of bottom chord,skewed 0.0 deg.to the right,sloping 0.0 deg.down. COntijjw 2VeriJy drsign par-mneless rind READ NOTES ON THIS AND INCLUDED M7IK REFERENCE PAGE JUI-7473 BEFORE USE. Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design 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 gut ante regarding fabrication,quality control,storage,delivery.erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Inlonnatlon avalable from Truss Plate Institute,781 N.Lee Street,Suite 312.Nexandfla,VA 22314. Tampa,FL 33610-4115 if Saut9tiern P-u,e(SP)twnber is specified,the design values are those effective 06/01/2413 bV ALSO Job russ City Ply castaway Cottage 76624060 J140523 FG08 FLAT GIRDER 1 .Job Reference(optional) Manning Building Supplies,Jacksonville,FL 7.600 s Oct 3 2014 MTek Industries,Inc. Mon Nov 10 10:47:07 2014 Page 2 ID:GRBpXm2jl2FjN PvSGjtW PCyLyV2-BchKVpruC4SkArjdnY3uW YTohQ4?NsyPE5w_aOyKdC2 NOTES- 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)5529 Ib down and 1854 Ib up at 6-5-8 on top 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=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:A-Q=-635,D-Q=-210,D-H=-100,I-P=10 Concentrated Loads(lb) Vert:M=-4961(F)D=-5202 0 WARMNO-Verify design pmmnete and READ NOTM ON THIS AND INCLUDED HITBK REPERBNCB PAGE 691-7473 BEFORE USE Design valid for use only with MITek connectors.This design is based only upon parameters shown,and Is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of bulldktg designer-not truss designer.Bracing shown Is for lateral support of individual web members only. Addlikxbal temporary bracing to Insure stability cluing construction Is the resporWbillty of the Welk'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 Southern pine(SP)lumber is specfied,the design values are those2eMect ve 06101/2011.3 by AL.SC Tampa,FL 33610-4115 Job Truss Iruss type ply Castaway Cottage 76624061 3140523 I G01 GABLE 1 I ' I Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 M7ek Industries.Inc. Mon Nov 10 09:10:46 2014 Page i ID:GR8pXm2jl2FjNPvSGjtW PCyLyV2-IJSTNYvodHwhLOOeOua?dhX5c3CnOSCVuA2ZAbyKecN 7-11-8 15-11-0 7-11-8 7-11-8 4x4= Scale=1:39.2 5 1 9.00 12 4 6 3 7 8 9 1 I l to 3x4 16 15 14 13 12 11 10 3x4 15-11-0 15-11-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 9 n/a n/a BCDL 10.0 i Code FBC2010/TP12007 (Matrix) Weight:87 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 15-11-0. (lb)- Max Horz 1=-176(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)1,9,14,15,12,11 except 16=-117(LC 12),10=-117(LC 12) Max Grav All reactions 250 Ib or less at joint(s)1,9,13,14,15,16,12,11,10 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)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=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=2ft;Cat.ll; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Corner(3)0-1-12 to 3-1-12,Exterior(2)3-1-12 to 7-11-8,Corner(3)7-11-8 to 10-11-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSVTPI 1. 4)All plates are 1.5x4 MT20 unless otherwise indicated. �� V I N )/� ��♦' 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-0-0 oc. `� ' .••fit✓E N S'• ♦i 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦ •• F•••, ♦� 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 2-0-0 wide will N 68182 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)1,9,14,15,12,11 except Qt=1b)16=117,10=117. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. -p; •: ��.• T F C? FL Cert. 6634 November 10,2014 Q WdRMNG-verify dm yn pwm tens aad READ/VOTES ON THIS dim INCLUDED AUTEIT REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MITek connectors.This design Is based only upon parameters shown.and Is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.B acing shown is for lateral support of Indlvldual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the Mitek' erector. Additional permanent tracing of the overall stnicture Is the responsibility of the building designer.for general guidance regarding fabrication,quality control,storage,delivery.erection and brocing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avaiabie from Truss Plate Institute,781 N.Lee Sheet.Suite 312,Alexandria.VA 22314. Tampa,FL 33610-4115 If So-uthern Pine(SP)lumber is specified,the design values are those effective 06/01/2013 by ALSC JobrunsTruss Type Castaway Cottage 76624062 J140523 G02 Common 7 1 I Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Mon Nov 10 09:10:47 2014 Page 1 ID:GRBpXm2jl2FjN PvSGjtW PCyLyV2-mVerbuw00b2YyAzgyc5E9v477TMn7vGe7go7il yKecM 7-11-8 15-11-0 7-11-8 7-11-8 5x5= Scale=1:43.0 3 t I i I 9.00 F12 16 17 u} 15 18 � 4x4<�, 4x4 2 4 1 5 to !o 19 6 20 Ki 4x7 11 1.5x4 11 4x7 11 7-11-8 15-11-0 _ 7-11-8 7-11-8 Plate Offsets KY)-- [1:0-2-0.0-0-31,[5:0-4-8,0-0-31 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.13 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.24 6-9 >785 180 BCLL 0.0 Rep Stress incr YES WB 0.09 Horz(TL) 0.07 1 n/a Na BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:75 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x6 SP No.2 2-6 0,Right 2x6 SP No.2 2-6-0 be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) 1=589/0-5-0,5=589/0-5-0 Max Horz 1=173(LC 11) Max Upiiftl=-212(LC 12),5=-212(LC 12) Max Grav1=635(LC 17),5=635(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-419/207,2-15=-7061270,15-16=-639/276,3-16=-587/295,3-17=-587/295, 17-18=-638/276,4-18=-706/270,4-5=-419/207 BOT CHORD 1-19=-340/544,6-19=-72/544,6-20=-72/544,5-20=-340/544 WEBS 3-6=-56/416 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2) 11 Exp C;ASCE 7-10;Encl..,GCpi=0.118;MW FRS(directional)o al)gust)nd d C-C1Exte otr(2)0-0-0 to 3-0-0,Cntterio0s3-0-0 toi7-1 1-8,Exterior(2)ofr(2)71 148 to Cat.u; �,``00 N"VF 10-11-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions `%OV. ....... shown;Lumber DOL=1.60 plate grip DOL=1.60 ♦♦%** ' .' Ci ENS' 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurient with any other live loads. ♦ V 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 2-0-0 wide will - N 681 82 fit between the bottom chord and any other members,with BCDL=10.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=lb)1=212, * •• 5=212. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. O:. T F /111111/ FL Cert. 6634 November 10,2014 0 WAPKINO-11-ify dasiyn pcur r cta and READ NOTES ON THIS AIM INCLUDED IIIT&K REPSRENCB PAGE PIII-7478 BBVORE 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 lndtvkdual web members only. Additional temporary bracing to Insure stability during construction Is the responslbillity 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/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Rate Institute,781 N.Lee Street,Suite 312.Alexandria.VA 22314, Tampa,FL 33610-4115 If Southern Pine(SP)lumbef is spec wed,the design values are those effective 06/01/2013 by ALSO cuss runs ype �ty Ply Castaway Cottage I 766240631 J140523 G03 Flat 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries.Inc. Mon Nov 10 09:10:47 2014 Page 1 I D:GRBpXm2ji2FjN PvSGjtW PCyLyV2-mVerbuwQOb2YyAzgyc5E9v44sTO97mse7go7il yKecM 7-9-0 15-6-0 1 -11 7-9-0 7-9-0 -5- 3x6= 1.5x4 11 3x6= Scale=1:42.6 1 7 2 8 3 Ul 1 II o II i I�1 a 9 5 10 4 6 it 2x4 11 3x8= 2x4 7-9-0 15-6-0 1$11r8 7-9-0 7-9-0 -5- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.08 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.19 5-6 >956 180 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) -0.01 4 n/a Na BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:105 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 6=563/0-5-0,4=563/0-5-8 Max Horz6=-317(LC 10) Max Uplift6=-363(LC 8),4.363(LC 9) Max Grav6=647(LC 18),4=647(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-6=-510/393,1-7=-400/247,2-7=400/247,2-8=-400/247,3-8=400/247,3-4=-510/393 BOT CHORD 6-9=-391/408,5-9=-391/408 WEBS 1-5=-382/551,2-5=-484/390,3-5=-383/551 NOTES- 1)Wind:ASCE 7-10;VUlt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 15-4-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate �II111 1111j grip DOL=1.60 `�� 4V{N V 2)Provide adequate drainage to prevent water ponding. `%�OP••.•••••• �� i� 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,� ' G E N 9'• �� 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 ; •• V F•'•• fit between the bottom chord and any other members,with BCDL=10.Opsf. N 681 82 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joints)except(jt=lb)6=363,Z* :• : 4=363. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �O:• T F '44/ ' i FL Cert. 6634 November 10,2014 Q WARNING-Verify design p—w—t—and READ NOTES ONTHIS AND INCLUDED WTEK REFBRBNCB PAGE SII-7473 BEPORB USE Design valid for use orgy with MITek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. A 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,cludity,control,storage,delivery,erection and bracing.consult ANSI/TPI T Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalcble from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610-4115 V Saudt.Pine(SP)lumber is spec wed,the design vaues are biose effective OG/01/2OL3 by A1SC Job Truss Truss Type tyPlyCastaway Cottage J140523 G04 (Flat 1 1 76624064 Job Reference(optional) Manning Building Supplies, Jacksonville.FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Mon Nov 10 09:10:46 2014 Page i I D:GRBpXm2jl2FjNPvSGjtW PCyLyV2-EiCEoEx29vAPaKY 1 VJdTi6dEUskHsgEoMUXgETyKecL 7-9-0 15-6-0 1,5T1 -8 7-9-0 7-9-0 -5 3x8= 1.5x4 11 3x8= Scale=1:51.2 1 7 2 8 3 T i I i I b f o m (Y�I m m I to 1 m 0 9 5 10 4 6 3x5 11 3x8= 3x5 11 7-9-0 15-6-0 1 1 -8 7-9-0 7-9-0d-5-lil LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.10 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.22 5-6 >843 180 BCLL 0.0 ' j Rep Stress Incr YES WB 0.94 HOrz(TL) -0.01 4 n/a n/a BCDL 10.0 I Code FBC2010/TP12007 (Matrix-M) Weight:115 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-0-15 oc bracing. WEBS 1 Row at micipt 1-6,3-4,2-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 6=563/0-5-0,4=563/0-5-8 Max Horz6=-386(LC 10) Max Uplift6=-398(LC 8),4=398(LC 9) Max Grav6=696(LC 18),4=696(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-6=-551/446,1-7=-355/247,2-7=-355/247,2-8=-355/247,3-8=-355/247,3-4=-551/446 BOT CHORD 6-9=-481/501,5-9=-481/501 WEBS 1-5=-423/556,2-5=-487/391,3-5=-423/556 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft L=24ft eave=4ft Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 15-4-4 zone;cantilever left and X11111111111 right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate `0%QU 1 N VF**/��, grip DOL=1.60 * ` Q 4 2)Provide adequate drainage to prevent water ponding. �� 0. "GEN S'•.�� 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� •• F ••, 4).This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will -ft N 68182 fit between the bottom chord and any other members,with BCDL=1 O.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 ib uplift at joint(s)except Qt=1b)6=398,2 *; 4=398. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. -p O:• T F 111111110 FL Cert. 6634 November 10,2014 Q WARMNO-VmVy d—iyn ymwnet—and READ NOTES ON INIS AND INCLUDED WTEK REFERENCE PADS MI-7478 BEFORE USE. Design valid tot use only with Ml1ek 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 I, Is for lateral support of individual web members only. Add6kxlal temporary bracing to Insure stability during construction Is the responsibility of thej erector. Additional permanent bracing of the overall structure Is the responsibility of the"cling designer.for general guidance regarding Welk' fabrication,quality control,storage,deltve y.erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Solely Information avafable from Truss Rate Institute,781 N.Lee Street.Suite 312.Alexandria VA 22314. Tampa.FL 33610-4115 N Southam Pine(SP}lumber is specified.the design values are talose effective 66/01/2013 by ALSC Job Truss Truss Type ty y Castaway Cottage T6624065 J140523 H01 GABLE 1 / Job Reference tional Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Mon Nov 10 09:10:49 2014 Page 1 ID:GRBpXm2j12FjNPvSGjtW PCyLyV2-jumc?aygwCIGCT7D318iFKgbiGElbpexaBHDnvyKecK 8-2-5 16-4-11 825 825 4x4= Scale=1:40.7 5 i i 4 6 9.00 Ft2 3 I 7 2 I 8 9 1 IN 3x8 II 16 15 14 13 12 11 10 3x8 I 16-4-11 16-4-11 - Plate Offsets(X,Y)-- [1:0-3-8 Edge) [9.0-3-8 Edge] LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 9 Na Na BCDL 10.0 Code FBC2010/rP12007 (Matrix) Weight:94 1b FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 rbe iTek recommends that Stabilizers and required cross bracing WEDGE installed during truss erection,in accordance with Stabilizer Left:2x4 SP No.2,Right:2x4 SP No.2 stallation guide. REACTIONS. All bearings 16-4-11. (lb)- Max Horz 1=186(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)1,9,14,15,12,11 except 16=-136(LC 12),10=136(LC 12) Max Grav All reactions 250 Ib or less at joint(s)1,9,13,14,15,16,12,11,10 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=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=2tt;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Comer(3)0-1-12 to 3-1-12,Exterior(2)3-1-12 to 8-2-5,Corner(3)8-2-5 to 11-2-5 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions sho3) Truss desigbneder Ofor wind loads inOL=1.60 plate gthe plrip ane os he truss only. For studs exposed to wind(normal to the face),see Standard Industry ,oill, V IN Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 1.5x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. ��,` ,O• \C N SF•• 6)Gable studs spaced at 2-0-0 oc. • ' • ' 7)This fuN 68182ss has been designed for 10.0 psi 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 tail by 2-0-0 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 lb uplift atjoint(s)1,9,14,15,12,11 except 01=1b)16=136,10=136. O•• T F 4i/ 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. d FL Cert. 66347�] November 10,2014 0 WARNING-Vcszfy design parmxate and READ M07ES ON INI8 AND INCLUDED IYIIT7iK REPBRP.NCE PAGE IYIII-7473 BEFORE U36. i Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and is or an ktc8vidual bolding component. Applicabilfy of design parameters and proper Incorporafon of component h responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Imre stability during constructon Is the responsibility of The MiTek• erector. Adc itiorx9 permanent bracing of the overall structure is The responsibility of the btAding designer.For general guidance regarding fabrication,quality control,storage,delivery,erectlon and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Bbd. Safety Information avaiable from Trrrss Plate InstiTuie,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610-4115 if southern Pine(SP)lumber is specified,tate design values ase those effective 66/01/2013 by AtSC Job Truss Truss Type O ty Ply Castaway Cottage J140523 H02 Roof Special 3 1 I T6624066 IJ Reference(optional) Manning Building Supplies, Jacksonville,FIL - 7.600 s Sep 23 2014 MiTek Industries,Inc. Mon Nov 10 09:10:50 2014 Page 1 I D:GR8pXm2jl2FjNPvSGjtW PCyLyV2-B4K_DwzihW Q7pdiPdkfxnXiZggPVJ9J5poOnJMyKecJ 3-1-11 7-2-13 11-4-015-5-3 79-6-5 22-8-04-1-3 3-1-11 4-73 4-1-3 4-73 4-1� 3-1-11 Scale=1:52.9 5x5= 9.00 F12 4 r I i i 8x8�i 16 17 8x8 3 5 2 6 i 17 0�0 9 18 19 8 lcI 3x4= 3x4= 5x10= Io Sx10= j 1 0 7-2-13 15-5-319-6-5 22-8-0 4-1-3 8-2-5 4-1-3 3-1-11 Plate Offsets(),Y)-- [2'0-5-13 Edgel [6:0-5-13 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.21 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -0.50 8-9 >533 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.46 Horz(TL) 0.41 7 n/a n/a BCDL 10.01 Weight:FBC2010/TPI2007 (Matrix-M) Weight:148 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2`Except' TOP CHORD Structural wood sheathing directly applied. T1:2x10 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 20 SP No.2 FMffek recommends that Stabilizers and required cross bracing I WEBS 20 SP No.2 be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (lb/size) 1=851/0-3-8,7=844/0-3-8 Max Horz 1=-252(LC 10) Max Upliftl=-291(LC 12),7=-293(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-602/227,2-3=-1288/486,3-16=-1609/685,4-16=-1589/704,4-17=-1585/708, 5-17=-1 605/688,5-6=-1276/491,6-7=-506/229 BOT CHORD 2-9=-261/1334,9-18=-35/769,18-19=-35/769,8-19=-35/769,6-8=-263/1167 WEBS 4-8=-415/987,5-8=-667/389,4-9=-413/1053,3-9=-672/387 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=4.2psf;BCDL=3.Opsf;h=25ft B=45ft L=24ft;eave=4ft;Cat.ll; E40 zone;cantilever er eft and rightdirectional)and C-C expo ed;end vertical eft and)right expo ed;C-C for members and forces&BMW FRS fora reactions , ��,1GO II N 1 IVF shown;Lumber DOL=1.60 plate grip DOL=1.60 `�0 �� 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦ , •• G E N S'•. �� 4)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will :♦ �. F ••• fit between the bottom chord and any other members,with BCDL=10.Opsf. N 681 82 5)Bearing at joint(s)1,7 considers parallel to grain value using ANSIlTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Ot=lb)1=291 7=293. ' 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. T F :• 1111111111 FL Cert. 6634 November 10,2014 Q WARNING-11-ify desigrr pw--tcta aad RBAD NOTES ON IVIS AND INCLUDED AUTEK REFSRENCE PAGE JWI-7473 SBPORS USB. 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 respor "Idly 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 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/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Hate Institute,781 N.Lee Sheet.Sulte 312,Alexandria,VA 22314. Tampa.FL 33610-4115 If Soutttem Prime(SP)Ium6er is specked,the design values are these effective 06/01/2013 by ALSO Truss I Truss Type 'ty Ply Castaway Cottage T6624067 J140523 H03 Roof Special Girder 1 3 I Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Mon Nov 10 09:10:51 2014 Page i ID:GRBpXm2jl2FjNPvSGjtW PCyLyV2-fHuMQGzwSgY_RnHbBSAAKIFmQ4jl2Y7E2SmKroyKecl 3-1-11 7-2-13 11-4-0 15-5-322-8-0 331-11 4-13 4-1-3 4-1-3 4-13 3-1-11 Scale=1:53.6 4x4 11 9.00'12 4 i 8x8 6x6 3 5 HTU26 HTU26 2 6 tt, III 1 17 10 18 9 19 8 20 1Ch 3x8 14x10= 3x8 N 8x10= HTU26 HTU26 HTU26 HTU26 8x10= HTU26 HTU26 HTU26 7 d cr 0 3-1-11 7-2-13 8-7-4 11-0-0 14-0-12 15-5-3 79-6-5 ZZ-8-0 3-1-71 4-1-32-8-12 2-8-12 4-13 3-1-11 Plate Offsets(X,Y)-- [3:0-3-0,Edge],[5:0-3-0,Edgej LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.27 10-13 >977 240 MT20 137/130 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -0.58 10-13 >466 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.74 Horz(TL) 0.73 7 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight:531 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No-2*Except* TOP CHORD Structural wood sheathing directly applied or 4-0-11 oc purlins. T1,T3:1-1/2x9-1/4 LP-LSL 1.75E BOT CHORD Rigid ceiling directly applied or 8-1-5 oc bracing. BOT CHORD 2x6 SP No.1 D WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 7=5186/0-3-8,1=5202/0-3-8 Max Horz 1=-252(LC 23) Max Uplift7=-2045(LC 8),1=2046(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(ib)or less except when shown. TOP CHORD 1-2=-3108/1255,2-3=-8335/3409,3-4=-5827/2495,4-5=-5827/2495,5-6=-8312/3390, 6-7=-3098/1255 BOT CHORD 2-17=-2985f7725,10-17=-2985/7725,10-18=-3027/7835,9-18=-3027f7835, 9-19=-3013!7812,8-19=-301317812,8-20=-2972/7703,6-20=-2972f7703 WEBS 3-10=-1043/2734,5-8=-1017/2704,4-9=-2876/6738,3-9=-4264/1761,5-9=4234/1743 NOTES- 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:1-1/2x9-1/4-2 rows staggered at 1-0-0 oc,2x4-1 row at 1-0-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-11-0 oc. Webs connected as follows:2x4-1 row at 1-0-0 oc. 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 ,��'QP,•\C E N 3•<`��� connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. %b .• �, F•'.� 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11, N 681 82 Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.6Q plate grip DOL=1.60 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will •• T F 44/ fit between the bottom chord and any other members. '. 7)Bearing at joint(s)1 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity ,4" p of bearing surface. �� 1 •'•�?\��� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=lb)7=2045, ��j4* •• `� 1=2046. A 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)7. / 1 woo, ,, 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)Use Simpson Strong-Tie HTU26(20-10d Girder,11-10dx1 1/2 Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.stailin at 3-4-12 from the left end to 19-3-4 to connect truss(es)to back face of bottom chord. FL Cert. 6634 12)Fill all nail holes where hanger is in contact with lumber. November 10,2014 Continued on paqe 2 0 WARNINO-Verijy deign p—net—e and READ NOTES ON THIS AND INCLUDED AUTBIC REFERENCE PAGE kIII-7473 BEFORE USE. Design valid for use oily with MITek connectors.This design is based only upon parameters shown,and Is for an Individual building component. � it AppocabUlty of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral supporl of individual web members only. Additional temporary bracing to Insure stablity during construction Is the responsibillity,of the MiTek" erector. Additional permanent bracing of the overall structure Is the resporuiblilty of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and&CSI Building Component 6904 Parke East Blvd. Safety Information avalable from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610-4115 if Southem Pirie(SP)lumber is specified,the design values are those effective 06/01/2013 by ALSO Truss Truss Typety y Castaway Cottage I 76624067 J140523 H03 Root Special Girder 1 3 Job Reference (-ti-l% Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 Mitek Industries,Inc. Mon Nov 10 09:10:51 2014 Page 2 ID:GRBpXm2j12FjNPvSGjtW PCyLyV2-fHuMQGzwSgY_RnHbBSAAKIFmQ4jl2Y7E2SmKroyKecl NOTES- 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)817 Ib down and 287 Ib up at 1-4-12,and 819 Ib down and 286 Ib up at 21-3-4 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:1-12=-79,4-12=-54,4-6=-54,6-7=-79,11-14=-20 Concentrated Loads(lb) Vert:10=-783(B)8=-783(B)9=-783(8)11=-817(B)13=-783(B)14=-819(B)16=-785(6)17=-783(B)18=-783(B)19=-783(B)20=-785(B) Q WdRM/VO-VniJy design parwneters sad READ NOTES ON THIS AND INCLUDED MITBK REFERENCE PA OE lYII/-7473 BEFORE USE. , Design valid for use only with MITek connectors.This design is based only upon parameters shown,and is for an individual twlaAng component. Applicability of design parameters and proper incorporation of component Is responsiblllty of bWiding designer-not buss designer.Bracing shown h for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responstbllity of the Mite/.• erector. AddlikxnW permanent bracing of the overall sTrucNre LS the responsibility of the building designer.For general guidance regarding 11 RR fat-Acallon,quality control,storage,delivery.erection and bracing.consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalable from TnuSS Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Tampa.FL 33610-4115 if Southern Pine(SP)iumrber is specked,the design values are those effective 06/01/2013 by ALSO Job I toss toss Type •ty y Castaway Cottage 7662406/1 LJ140523 IJ01 Corner Jack 4 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MTek Industries,Inc. Mon Nov 10 09:10:52 2014 Page 1 ID:GRBpXm2jl2FjNPvSGjtW PCyLyV2-7TSkec_YC7gr3xsok9hPsyn7iUFRnAyNH6VuNEyKecH 0-11-8 a11-3 4.0012 Scale=1:8.8 2 1 I I q �I o . � N C6 j O 3 4 3x8 11 alt-8 a1 t-a Plate Offsets(X,Y)-- (4:0-4-4,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 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 rUa BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight:4 l FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-8 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=30/0-5-0,3=9/Mechanical,2=21/Mechanical Max Horz4=30(LC 12) Refer to MiTek"TOE-NAIL"Detail for connection to Max Uplift4=-4(LC 8),3=-7(LC 12),2=-21(LC 12) supporting carrier truss(typ all applicable jacks on this job) Max Grav4=30(LC 1),3=15(LC 3),2=21(LC 1) 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=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and 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 2-0-0 wide will �1►1111111111 fit between the bottom chord and any other members. ,����QU IN 11�I� 4)Refer to girder(s)for truss to truss connections. `��OP•,.•••••• `���i� 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,3,2. `� ' •• G E N S•• �� 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. •• V F•••. N 68182 'Q= .• T F • • 7c C? � � 111111111��` _:�:] FL Cert. 6634 November 10,2014 0 WARMNG-Verijy design yarmnete and READ M07ES ON 7711&AND 1NCLUDSD AUT13K RSFSRSNCS PAGE MU-7473 SSFORS USB. 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 Welk'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. Salary Information available from Truss Plate Institute,781 N.Lee Street Suite 312.Alexandria,VA 22314. Tampa,FL 33610-4115 7Sauthem Pine{SP}lumber is specified,the design values are these effective 06/01/2013 by AISC Truss russ ype o ty plyCastaway Corsage T66240691 IJ140523 J02 Corner Jack 4 1 1 Job Reference o tional Manning Building Supplies, Jacksonville.FL 7.600 s Sep 23 2014 MTek Industries,Inc. Mon Nov 10 09:10:52 2014 Page 1 I D:GRBpXm2jl2FjNPvSGjtW PCyLyV2-7TSkec_YC7gr3xsok9hPsynS_UE 1 nAyNH6VuN EyKecH 2-11-8 2-11-8 Scale=1:12.2 4.00 171 2 2 k 1 0 0 m un 3 4 3x8 11 2-11-8 2-11-8 Plate Offsets(X,Y)-- f4:0 4-4,0 1 81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.00 3-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.01 3-4 >999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) -0.01 2 n/a Na BCDL 10.0 Code FBC2010ITP12007 I (Matrix-M) Weight:10 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=102/0-3-0,2=70!Mechanical,3=32/Mechanical Max Horz4=57(LC 12) Max Uplift4=-20(LC 12),2=50(LC 12),3=-3(LC 12) Max Grav4=102(LC 1),2=70(LC 1),3=52(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=4.2psf;BCDL=3.Opsf;h=25ft B=45ft L=24ft;eave=4ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and 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 2-0-0 wide will ,//11111111111 fit between the bottom chord and any other members. ���`QV I N V k-, 4)Refer to girder(s)for truss to truss connections. `% 0 P'..••"' F 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,2,3. `� ' .• G E N 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. •• F •'. *00 N 68182 T F � 111111111111 FL Cert. 6634 November 10,2014 Q WARMNO-Vcrify deign Pw'mnctrrs and READ NOTES ON THIS AND INCLUDED MTEK REPBRENCE PAGE Alli-7478 BEPORE USE. Design valid for use only with Mflek 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.efectlon and bracing.consult ANSI/TPI T 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 33610-4115 if Southem Pine JSP)lumber is specified,the design values are those effective 06/01/2013 by A.5C russ Truss Type +Qty Ply Castaway Cottage T6624070 J140523 J03 Corner Jack 2 1 Job Reference o liana/ Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Mon Nov 10 09:10:52 2014 Page 1 ID:GRBpXm2jl2FjNPvSGjtW PCyLyV2-7TSkec_YC7gr3xsok9hPsyn2GUBsnAyNH6VuNEyKecH 4-11-8 4-11-8 Scale=1:15.5 3 4.00;12 10 3x4 2 0 co 9 m N 1 � N i 1 4 3x8 I 4-11-8 4-11-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud ! PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.04 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.06 4-7 >910 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.03 1 n/a n/a BCDL 10.0 Code FBC2010/TP12007 I (Matrix-M) Weight:19 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-8 OC purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Lett 2x4 SP No.2 2-6-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) 1=181/0-5-0,3=123/Mechanical,4=58/Mechanical Max Horz 1=67(LC 12) Max Upliftl=-46(LC 12),3=-81(LC 12),4=-2(LC 12) Max Gravl=181(LC 1),3=123(LC 1),4=86(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=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;13=451t;L=24ft;eave=oft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 4-10-12 zone;cantilever left and right exposed;end vertical left and 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,,,`"""'',,,, fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. N 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,3,4. `,%SOP.©........ 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ♦ ' .• �(,E N �•.`� �� ♦ • ` N 68182 * • 13. T F �J*�i S •N FL Cert. 6634 November 10,2014 Q wdRMNG-Vnijy draign ymm++ete+s and READ IY07BS ON TNI6 AND INCLUDED M78K REFERENCE PdOB 111/7-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. AppllcablIlty 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 respordbAlity of the �Y��/1Tek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.for general guidance regarding Il fabrication,quality control.storage,delivery.erection and bracing.consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Rate Institute,781 N.Lee Street.Suite 312,Alexandria VA 22314. Tampa,FL 33610-4115 if Southern pine(SM lumber is specified,the design values are those effective 06/01/2013 by ALSC Job Truss Truss Type •Qty Castaway Cottage T6624071� J140523 J04 Jack-Open 1 1 1 Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Mon Nov 10 09:10:53 2014 Page i ID:GRBpXm2jl2FjNPvSGjtW PCyLyV2-bf07ry?BzRoig5R_ItCePAKCEtXBWdCXVmFRwhyKecG 5-4-0 5-4-0 Scale=1:17.4 2 T 4.00 F12 6 N 5 n N N m 1 N I e 3x8 14 4 3 Plate Offsets(X,Y)-- [4:0-4-4,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) i/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.04 3-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.09 3-4 >662 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.04 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:17 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 5-4-0 except Qt=length)2=Mechanical,2=Mechanical. (Ib)- Max Horz4=89(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)4,2,3 Max Grav All reactions 250 Ib or less at joint(s)4,2,2,3 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=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.ll; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Intehor(1)3-1-12 to 5-3-4 zone;cantilever left and right exposed;end vertical left and 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 2-0-0 wide will fit between the bottom chord and any other members. ♦♦♦♦OQ�Q.•••• ����i� 4)Refer to girder(s)for truss to truss connections. ,♦ , .• �G E N 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,2,3. V F•••, 6)"Semi-rigid pilchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. N068182 0 �.• T F C? FL Cert. 6634 November 10,2014 0 WARMNO Verify design pm-ainete acrd READ NOTES ON THIS AND INCLUDED WTRK REPBRBNCB PAGE A91-7473 BEPORB USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and Is for an Individual building component. Appll;c"Ity,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. Addflbnal temporary bracing to Insure stability during construction Is the responsibility of the MiTek• erector. Additional permanent bracing of the overall stricture Is the responsiblllty of the bLAding 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. satety Information avaRaMe from Truss Rate Institute,781 N.Lee Street.Suite 312,Alexandria VA 71314. Tampa,FL 33610-4115 If Southern Pine(SP)lumber is specified.the design values are those effective 06/01/2013 by ALSO Truss runs ype Oty Ply Castaway Cottage T6624072 J140523 J05 Jack-Open 6 1 Job Reference o tionai Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Mon Nov 10 09:10:53 2014 Page t I D:GRBpXm2j 12FjN PVSGjtW PCyLyV2-bf07ry?BzRoig5R_ItCePAKCNtXcW dCXVmFRwhyKecG 5-3-8 5-3-8 Scale=1:17.1 3 4.00 12 ) 10 3x4 2 I u' tl rn 9 �fN �i N i 1 4 3x8 I 5-3-8 53-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.05 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.09 4-7 >737 180 BCLL 0.0 ' Rep Stress incr YES I WB 0.00 Horz(TL) 0.03 1 n/a Na BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) I Weight:20 Ib FT=20% LUMBER- BRACING- TOPCHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 SP No.2 2-6-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (lb/size) 1=193/0-5-0,3=131/Mechanical,4=63/Mechanical Max Horz 1=71(LC 12) Max Upliftl=-50(LC 12),3=-86(LC 12),4=-2(LC 12) Max Grav1=193(LC 1),3=131(LC 1),4=93(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-9=-255/46 BOT CHORD 1-4=-271/86 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 5-2-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 111111/ 2)This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. ♦♦♦,,P1��,N ,,' V�� ,3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will - fit between the bottom chord and any other members. ♦ * 4)Refer to girder(s)for truss to truss connections. ♦♦♦ ,� \GEN 3 ���� 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,3,4. F•••. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. N 68182 T441 Z. Z. /f1111111�� FL Cert. 6634 November 10,2014 7fCtAcatIon. ARMNO-Vaify design ynr•m++stera and READ NOTES ON THIS AND INCLUDED W7RK RBPBRENCB PAGE bII1-7473 BBPORB USS. 1gn vdkl fa use oNy with MITek connectors.This design is based only upon parameters shown,and is for at Individual building component.licab9lty of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown r lateral support of Individual web members only. Additional temporary bracing To Irgure sTabllity during conshuctlon is theian re regardiilityng of itte MiTek• .kx. Addlllor�confroINstorage,delivery rection of the overall sand brre Is acinthe coni ANS�Il Avollty ity Of the Crlte a9D58-89 an BCSI Bullii a dl g Component 6904 Parke East BHd. quality g• Safety Information available from Truss Plate Institute.781 N.Lee Street Suite 312.Alexandria,VA 22314. Tampa.FL 33610-4115 K Sout Inem Piave(Sp)Iu"Ibef is specified,the design values are those~tive 06/01/2013 by ALSC Truss rusS ype Qty ply Castaway Cottage T6624073 J140523 J06 Jack-Partial Girder 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Mon Nov 10 09:10:54 2014 Page 1 I D:GRBpXm2jl2FjN PvSGjtW PCyLyV2-3sZV3HOpktwZIFOAsajtxNtQbHuaF3tgkQ_S7yKeCF 3.8.6 7-4-11 3-8ti 3-" NAILED Scale=1:16.5 10 3 2.83 12 NAILED 3x4 9 2 NAILED Q 8 m N 3x4 N 11 I 11 6 12 5 4 NAILED NAILED 3x4= 4x4= NAILED 7 1.5x4 I 0 -6 3-8-6 7-4-11 0 -6 3-7-15 3-8-6 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.01 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.03 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.10 Horz(TL) -0.00 3 n/a Na BCDL 10.0 I Code FBC2010/TP12007 (Matrix-M) Weight:35 Ib FT=20% i LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 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) 7=205/0-5-15,3=122/Mechanical,4=203/Mechanical Max Horz7=89(LC 8) Max Uplift7=-91(LC 4),3=-84(LC 4),4=-85(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-8=-383/146,2-8=-361/159 BOT CHORD 6-12=-212/368,5-12=-212/368 WEBS 1-6=-141/373,2-5=-399/230 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=241t;eave=4ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 ve loads. 3)*This his truss has been dess has been signed ed forr aned for a 0 elload of O.Opsf on the bottom chord in all areas whsf bottom chord live load nonconcurrent with any ere aer irectangle 3-6-0 tall by 2-0-0 wide will ♦♦♦,```��,N 1IVt/�///// fit between the bottom chord and any other members. ♦ • 4)Refer to girder(s)for truss to truss connections. ♦ �P E N 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)7,3,4. ♦♦ ,•••�\G S�•. 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)"NAILED"indicates 3-10d(0.148"x3")or 2-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. 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=1.250 ;• T F •:�� Uniform Loads(pit) 0 Vert:1-3=54,4-7=-20 ��j, `O P••\��♦, Concentrated Loads(lb) �� is ��,♦♦ Vert:5=-30(B)8=55(B)9=7(B)10=-46(B)11=20(B)12=-4(8) ///S •N A�- ��� / I/IIII111��, FL Cert. 6634 November 10,2014 Q WARMNG-Verify design la—• cte and READ NOTES ON THIS AND INCLUDED 1wn,BTEK REFERENCE PAGE Ml1-7473 BEFORE USB. Appl�abXitrdy o«g.: ameters and propershcorporatlon of comd 'y 'Fe' re�sponsibllfy ofbullding designer-noand Is for an �d�l designer.� Bracing shown is for lateral suf vidual web members only. Addttbnal temporary lxaclrlg To Inane stability during construction Is the responsibility of the MiTek• erector. Addlenent txacing of theoverlltuehLIT-��9.lsj ding designer.For general guidance regardingontrol,storage,delivery.erection and brachg,consult ANCriteria.DSB-89 and SCSI Building Component 6904 Parke East BWd. 5o�u�n1om Pine(SP)1urrxbes s spated.sdre design values are t�rose01/2013 by ALSO Tampa,FL 33610-4115 Jobtoss russ Type •ty Castaway Cottage 76624074 J140523 J07 Jack-Partial Girder 1 1 Job Reference optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Mon Nov 10 09:10:55 2014 Page 1 I D:GRBpXm2j 12FjNPvSGjtW PCyLyV2-X27tGdORV22QwOaNQH F6UbPcrhEB_W Igz4kY_ZyKecE 3-7-4 7-2-7 3-7-4 3-7-4 Scale=1:15.8 3 j i 2.83 12 NAILED 3x4% 9 2 NAILED 8 3x4 1 10 6 11 5 4 NAILED 4x4 NAILED 3x4= = 7 1.5x4 11 -6 3-7-4 7-2-7 -6 3-6-13 3-7-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.01 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.02 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.09 Horz(TL) -0.00 3 n/a Na BCDL 10.0 Code FBC2010/TPl2007 (Matrix-M) Weight:34 Ib FT=20% LUMBER- BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (lb/size) 7=195/0-5-15,3=79/Mechanical,4=165/Mechanical Max Horz7=87(LC 8) Max Uplift7=-86(LC 4),3=-58(LC 4),4=-71(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-8=-356/134,2-8=-334/147 BOT CHORD 6-11=-198/341,5-11=-198/341 WEBS 1-6=-129/346,2-5=-371/215 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=251t;B=45ft;L=24ft;eave=4ft;Cat.ll; Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11%J11111111111111`111111111/1 ,'I�� 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. ��,OP••• •E N• 4)Refer to girder(s)for truss to truss connections. ♦ C+ & i 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)7,3,4. �♦ •••�� F•••. �.0 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. N 68182 7)'NAILED"indicates 3-10d(0.148"x3")or 2-12d(0.148"x3.25")toe-nails.For more details refer to MiTek'S ST-TOENAIL Detail. 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 o •, T F 441 Uniform Loads(plf) 4%Vert:1-3=-54,4-7=-20 ��� �•� +Q P••\�`♦ Concentrated Vert:8=55(F)19)7(F)10=20(F)11=-4(F) ��',,I�S •N AL��.��` � 111111111111 FL Cert. 6634 November 10,2014 Q WARMNO-Verify design pm neLers and READ NOTES ON THIS AND INCLUDBD MUTEK REPBRENCB PAGE MII-7473 BBPORB 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 IncINkival web members only. Addillo, 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 guklance regarding 1 fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East BNd. itsafetySou Information ne�SP3�I r isr�� Institute.esign Lee es care nicise312�ect,ve 06,01/2013 by ALSO Tampa,FL 33610-4115 Truss Truss Type •Qty ply Castaway Cottage 76624075 J140523 J08 Jack-Partial Girder1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 Mi ek Industries,Inc. Mon Nov 10 09:10:55 2014 Page 1 I D:GRBpXm2jl2FjN PvSGjtW PCyLyV2-X27tGdORV22QwOaNQHF6UbPbLhEp_W 7gz4kY_ZyKecE 3${ 7-4-11 3-8fi 3-8-6 NAILED Scale=1:17.4 10 3 2.83 12 NAILED l 1 3x4 9 2 NAILED '? 8 m n 3x4 c� a N 1 i 11 6 12 5 4 NAILED NAILED 3x4= 4x4= NAILED 7 1.5x4 11 3-8-6 7-4-11 3-8-6 3-8-6 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def] Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.01 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.03 5-6 >999 180 BCLL 0.0 ' j Rep Stress Incr NO WB 0.10 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) I Weight:35 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 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 i Installation guide REACTIONS. (lb/size) 7=205/0-3-2,3=122/Mechanical,4=203/Mechanical Max Horz 7=89(LC 8) Max Uplift7=-91(LC 4),3=-84(LC 4),4=-85(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-8=-383/146,2-8=-361/159 BOT CHORD 6-12=-212/368,5-12=-212/368 WEBS 1-6=-141/373,2-5=-399/230 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 tom chord ve load nonconcurrent 3)*This truss has been dehis truss has been signed for a Hive loadoned for a 10.0 psf ff 20.Opsf on the bottom chord in all areas whth any ere aer lve loads.rectangle 3 6-0 tall by 2-0-0 wide will ♦♦♦♦�PaUfa N fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. ` E N•• ��� 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)7,3,4. ♦ ,O•�\G SF•• 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. N 68182 7)"NAILED"indicates 3-1 Od(0.148"x3")or 2-12d(0.148"x3.25")toe-Waifs.For more details refer to MiTek's ST TOENAIL Detail. -* •• 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=1.25O•• tM- 11111 10 Uniform Loads(plf) .00 . Vert:1-3=54,4-7=-20 � ♦Concentrated Loads(lb)Vert:5=-30(F)8=55(F)9=7(F)10=-46(F)11=20(F)12=-4(F) FL Cert. 6634 November 10,2014 Q WARMNO-Vafy drslgn yws ctcra and READ NOTES ON TIII8 AND INCLUDED WTEK REPBRENCE PAGE lith-7473 BEFORE USE. Design valid for use only with Mftek connectors.This design is based only upon parameters shown,and Is for an Individual building component. A Applicability of design parameters and proper incorporation of component Is responslblllty of building designer-not truss designer.Bracing shown Is for lateral supporl of In vidual web members only. Addillond temporary bracing to insure s1at�AIN during construction h the responsibllllty of the MiTek• erector. Additional permanent bracing of line overall structure Is the responsibility,of the"ding designer.Lor 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 33610-4115 H Souttrem pine(sp)lumber is specified,the design values are these effective 06/01/2013 by AL.SC Job I fuss Truss Type QtY Ply Castaway Cottage T6624076 J140523 J09 Jack-Partial Girder 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Mon Nov 10 09:10:56 2014 Page 1 I D:GR8pXm2jl2FjN PvSGjtW PCyLyV2-?EhFrzl3GMAGXY9Zz?mLt oynb5ZQjzYzBkTSW?yKecD 1 3-7-4 7-2-7 1 3-7-4 3-7-4 Scale=1:16.7 3 2.83F1_2 n NAILED o 3x4% 9 I 2 r NAILED o 8 y 3x4 dr N 1 ry 1( 10 6 11 5 4 NAILED 4x4 NAILED 3x4= = 7 1.5x4 it 0- -6 3-7-4 7-2-7 3-6-13 3-7-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.01 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.02 5-6 >999 180 BCLL 0.0 ' ( Rep Stress Incr NO WB 0.09 Horz(TL) -0.00 3 n/a Na DCDL 10.0 I Code FBC2010lTP12007 (Matrix-M) Weight:34 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 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) 7=195/0-3-2,3=79/Mechanical,4=165/Mechanical Max Horz7=87(LC 8) Max Uplift7=-86(LC 4),3=-58(LC 4),4=-71(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-8=-356/134,2-8=-334/147 BOT CHORD 6-11=-198/341,5-11=-198/341 WEBS 1-6=-129/346,2-5=-371/215 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,`,111111111 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 `% V N I� fit between the bottom chord and an other members. �` Q`a V`4 4)Refer to girder(s)for truss to truss Connections. `'0.•'�G E N S•' ����� 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)7,3,4. •• V F•••, 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)"NAILED"indicates 3-10d(0.148"x3")or 2-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. = * : •:• 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 T F 441 Uniform Loads(plf) i�•'• � � Vert:1-3=-54,4-7=-20 %� Concentrated Loads(lb) �j� S Vert:8=55(B)9=7(B)10=20(B)11=-4(B) I��rs •N AL�C.�`� � 11111111111, FL Cert. 6634 November 10,2014 Q IAARMNO-VenIb deal mviaetm acrd READ N07ES ON THIS AND INCLUDED bBTEK RBPERWYCB PAOB A91-7473 BBPORB USB. s'•p 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 Incorporallon 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 bullding designer.For general guidance regarding fatxtcation,quality control,storage,delivery,erection and bracing,consult ANSI/TPI)Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information ovoXabie from Truss Plate Institute,781 N.Lee Street,Suite 312 Alexandria,VA 22314. Tanga,FL 33610-4115 N Sou&,ern Pine(SP)lumber is specified,the design values are those effective O6/01/2013 by ALSO russ Truss Type Oty Ply Castaway Cottage 76624077 J140523 K01 GABLE 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 M7ek Industries,Inc. Mon Nov 10 09:10:57 2014 Page 1 I D:GRBpXm2jl2FjN PvSGjtW PCyLyV2-U RFdhJ2h t gl79iklXiHaZOVzRUy2SQf6QODt3SyKecC B-8-5 17-4-11 8-8-5 8-8-5 4x4= Scale=1:40.7 5 r i 4 6 9.00 12 I 3 7 Ii2 8 i i 9 1 � 0 o 0 3x4! 16 15 14 13 12 11 10 3x4 17-4-11 _ 17-4-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loo) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES I WB 0.10 Horz(TL) 0.00 9 n/a rda BCDL 10.0 Code FBC2010/TP12007 I (Matrix) ( Weight:95 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. All bearings 17-4-11. (lb)- Max Horz 1=-186(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)1,15,11 except 14=-101(LC 12),16=-133(LC 12),12=-101(LC 12), 10=-133(LC 12) Max Gray All reactions 2501b or less at joint(s)1,9,13,14,15,16,12,11,10 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;VuIt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;6=45ft;L=24ft;eave=2ft Cat.Il; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Corner(3)0-1-12 to 3-1-12,Exterior(2)3-1-12 to 8-8-5,Corner(3)8-8-5 to 11-8-5 zone;cantilever left and right exposed;end vertical left and right exposed;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 ♦��,,11111//� Gable End Details as applicable,or consult qualified building designer as per ANSUTPI 1. `% 001 N 4)All plates are 1.5x4 MT20 unless otherwise indicated. %%,0P'•......... 5)Gable requires continuous bottom chord bearing. � , •�\C+ S'�:•. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. N 68182 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 2-0-0 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)1,15,11 except Qt=lb)14=101,16=133,12=101,10=133. *441 " 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 4�� �NE�F `?FL Cert. 6634 November 10,2014 Q WARNINO-17a-ijy design puu-w—tm-aud R&AD X0788 ON THIS dHD INCLUDED JUTBK REFERENCE PAGE DUI-7473 EEPORE USE. Design valid for use only with MITek connectors.This design is based only upon parameters shown,and B for an Individual building component. Do' i Applicability of design parameters and proper Incorporation of component Is responsibility of bwllding designer-not truss designer.&acing shown Is for lateral support of Individual web members only. Additional temporary bracing To Insure stability during consimcilon is the responsibility of the MiTek' erector. Additional permanent bracing of the overall stricture Is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage,delivery.erection and bracing.consult ANSI/TPI t Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa.FL 33610-4115 rn y SouthePine(SP)lumber is specified the design values are those effective 06/01/2013 by ALSO rtes russ ype • Castaway Cottage T6624078 7 J 440523 K02 Root Special 6 1 Job Reference o tional Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MTek Industries,Inc. Mon Nov 10 09:10:58 2014 Pagel I D:GRBpXm2j12FjNfPvSGjtW PCyLyV2-ydp?ut3JozQ_nsJy5Qop6D 1_Su4kBpkGf2yCbuyKeCB 2-3-11 6-7-13 11-0-0 15-4-3 19-6-5 22-0-0 2�-11 4-43 4-4-0 4-03 4-4-0 2-3-11 Scale=1:49.6 6x8= 4 17 9.00 12 3x6 11 16 / 3x6 i 5 3 18 15 / / 6 2 7 0 10 N 1 8 3x8 4x10= Io a 4x10= 2 -- 11-0-0 19-8-5 22-0-0 8-8-5 2 2311 1, 885 Plate Offsets Y)-- 2:0-6-5 Ede 6:0-6-5 Edge].... LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud �PLATESG�RIPTCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.13 8-14 >999 240 MT20 2 TCDL 7.0 Lumber DOL 1.25 BC 0.93 I Vert(TL) -0.40 8-11 >647 180 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.36 7 n/a n/a I Weight:136 Ib FT=20% BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER- BRACING TOP CHORD 2x8 SP No.1 D TOP CHORD Structural wood sheathing directly applied or 5-1-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 JOINTS 1 Brace at Jt(s):8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) 1=823/0-3-8,7--816/0-3-8 Max Horz 1=-236(LC 10) Max Upliftl=-283(LC 12),7=285(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=549/214,2-15=-1750/607,3-15=-1273/518,3-16=1006/412,4-16=-993/433, 4-17=-992/433,5-17=-1006/412,5 -1 -18= 270/519,6-18=-1734/610,6-7=-490/216 BOT CHORD 2-8=-343/1273,6-8=-345/1196 WEBS 4-8=-362/1026,5-8=-722/354,3-8=-727/352 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101 mph;TC BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.II; ``1111 1 LI /,,, 14-0-0 zone;cato ntilever er eft ari and right der ) exposed; verticand C-C al l ) r eft and right expo ed;C C for members and to &MW FRS for reac0tions ` 'O shown;Lumber DOL=1.60 plate grip DOL=1.60 ` ' •�C E N S �� �� 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 01 4)`This truss has been designed for a live load of 20.0psi on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 4% N 68182 fit between the bottom chord and any other members. 5)Bearing at joint(s)1,7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)1=283,.-Q; 7=285. .�O:. T O F 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ; `. FL Cert. 6634 November 10,2014 A WARNING-Vaify design paraarete and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE b1fl-7473 SWORE USE. ' Design valid for use only with MiTek connectors.This design k based only upon parameters shown,and Is for an Ir avldual building component. Applicability of design parameters anal proper Incorporation of component is responsl�lltty of building designer-not truss designer.Bracing shown MiTe supk^ Is for lateral port of Indlvldual web members only. Addlilo al temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.nor general guidance regarding 6904 Parke East Blvd. fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI I Qualify Criteria,DSB-89 and BCS]Building Component Tampa.FL 33610-4115 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. if Southern Pine(SPI lumber is spec Hied.the design values are those effective 06/01/2013 by ALS+C fuss fuss ype •ty Castaway Cottage T662407911 J140523 K03 Root Spacial 1 1 Job Reference o tionai Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries.Inc. Mon Nov 10 0910:58 2014 Page 1 ID:GR8pXm2jl2FjNPVSGjtW PCyLyV2-ydp?uf3JozQ_nsJy5Qop6D1zCu7mBoNGf2yCbuyKecB 2-3-11 6-7-13 11-0-0 15-4-3 19-8-5 21-0-0 23-11 4-43 4-43 4-43 4-4-3 1-3-11 Scale=1:49.6 6x8= { 4 4 1 3� S 19 ' 9.00 12 18 i 3x6 5x5 5 3 16 17 I 6 2 to 7 ry 1 g 8 N O 3x8= 1.50 li 400= � a 4x10= o 2-3-11 11-0-0 15-4-3 19-8-5 21-4-8 2-3-114-4-3 1-$-3 -77 Plate Offsets(X Y)-- [2:0-6-5 Edge),[6:0-6-5 Edael LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Jd PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.14 9-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.45 9-12 >582 180 BCLL 0.0 ' i Rep Stress Incr YES I WB 0.39 Horz(TL) 0.34 7 Na Na Weight:160 Ib FT=20% BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER- BRACING- TOP CHORD 2x8 SP No.1 D TOP CHORD Structural wood sheathing directly applied or 5-0-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 JOINTS 1 Brace at Jt(s):9,8 OTHERS 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing LBR SCAB 5-7 2x6 SP No.2 one side be installed during truss erection,in accordance with Stabilizer j Installation guide REACTIONS. (Ib/size) 1=826/0-3-8,7=819/Mechanical Max Horz 1=237(LC 11) Max Upiiftl=-284(LC 12),7=286(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=552/217,2-17=-1775/606,3-17=-1272/520,3-18=-990/409,4-18=-977/430, 4-19=-983/439,5-19=-1008/419,5-16=-1269/506,6-16=-1507/551,6-7=-492/216 BOT CHORD 2-9=-343/1278,8-9=-320/1198,6-8=-320/1198 WEBS 3-9=-739/353,4-9=-365/1008,5-9=-730/343 NOTES- 1)(")Attached 8-5-5 scab 5 to 7,front face(s)2x6 SP No.2 with 2 row(s)of 10d(0.131"x3")nails spaced 12"o.c.except:starting at 4-0-8 from ``,11111111►f��' end at joint 5,nail 2 row(s)at 7"o.c.for 2-5-13. 2)Unbalanced roof live loads have been considered for this design. ♦♦-% Qv N VF 3)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;6=45ft;L=24ft;eave=4tt;Cat.II; -' 0 -•\GENS• Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 11-0-0,Exterior(2)11-0-0 to 14-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions ; V F••'. shown;Lumber DOL=1.60 plate grip DOL=1.60 N 68182 i 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenwith 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. .Q 6)Refer to girder(s)for truss to truss connections. 7)Bearing at joint(s)1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity �}O.•• T F of bearing surface. 1=284, 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Ot=1b) ��, •. ,Q P`���,♦� 7=286. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �� S •N AL �♦�♦♦ fflllli1/1 FL Cert, 6634 November 10,2014 A WARMNG Verify design ya,m ctess—r d READ NOTES ON THIS AND INCLUDED 1YIITEIC REFERENCE PAGE MI-7473 BEFORE IRiE. s Design val"for use only with MITek connectors.This design 1s based only upon parameters shown,and is for an Individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of IxAdIng designer-not truss designer.&acing shown MiTek• is for lateral support of individual web members only. Additional temporary bracing t�sure tabil�ity�during o�construction uldance regarding of the erector. Addl9onal permanent bracing of the overall structure is the responsibility ng 9 9 9 6904 Parke East Blvd. fabrk:atian,quality control,storage,delivery,orecffon and bracing.consult ANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component Tampa,Parke 33610-4115 asst Blvd. Safety Information available from Truss Plate Institute 781 N Lee Street,Suite 312,Alexandria,VA 22314. if Southern Pine(5p)luniber is specified the design values are those effective 06/01/2013 by At.SC runs rUss ype • • ty y Castaway Cottage 76624060 Job J140523 K04 Toot Special 1 I 1 Job Reference tional Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 M7ek Industries,Inc. Mon Nov 10 09:10:59 2014 Page i ID:GRSpXm2jl2FjNPvSGjtW PCyLyV2-OpNO6?4xZHYrOOu8f7J2eRa9CIPBwFCPuiil7KyKecA 2-3-11 6-7-13 11-0-0 15-4 19-0-0 22-0-0 23-11 4-4-3 � 4-0-0 4-08 3-7� 3-0-0 Scale=1:49.9 6x8= 4 I I 16 9.00 F12 3x6 Z�- 15 4x4�� 5 3 5x12= 2x4 1! 14 6 7 1 2 'u N If , 1 10 9 3x5- °4 3x8= 4x4= 4x10= 2-3-11 11-0-0 19-0-0 22-0-0 2-3-11 8-8-5 8-0-0 Plate Offsets(),Y)-- f2:0-6-5,Edgej LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (ioc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.16 9-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.45 9-10 >576 180 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(rL) 0.21 8 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix-M) Weight:130 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2`Except` TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc purlins, except T1:2x8 SP No.1 D end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-4-5 oc bracing. Except: WEBS 2x4 SP No.2 7-11-0 oc bracing:10-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer i Installation guide REACTIONS. (Ib/size) 1=823/0-3-8,8=805/Mechanical Max Horz 1=238(LC 11) Max Upliftl=-280(LC 12),8=-291(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-550/169,2-14=-1814/673,3-14=-1282/546,3-15=-1001/422,4-15=-987/443, 4-16=-961/450,5-16=-982/430,5-6=-2816/1144 BOT CHORD 2-10=-530/1252,9-10=-436/1044,8-9=-817/2076 WEBS 4-10=-390/996,6-9=-1128/527,6-8=-2051/778,3-10=-790/414,5-10=-556/319, 5-9=-643/1681 NOTES- 1) OTES 1)Unbalanced roof live loads have been considered for this design. U t N V 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psh BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.11; P.Q•.... ,F� �♦ I♦ Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 11-0-0,Exterior(2)11-0-Oto `�� '��•'�G E N S 14-0-0,Interior(1)19-0-0 to 21-10-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members anddo ; �. F ••, forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 : N 68182 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 5).This truss has been designed for a live load of 20.Opst 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. 441 6)Refer to girder(s)for truss to truss connections. T 7)Bearing at joint(s)1 considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify capacity -o 0�'.• F of bearing surface. ♦j Q P'�,���� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)1=280, ♦♦ •. `G`� 8=291. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 November 10,2014 Q WAPENING-11-ijy dmign pa�wi tens axed READ NOTES ON THIS AND INCLUDED 19TBICREPERSI CE PAGE JUI-7473 BEFORE USS. Design valki for use only with MITek connectors.This design Is based only upon parameters shown.and Is for an Indlvldual buil dl component. Appilcabilty of design parameters and proper Incorporation of component is responsibility of building designer-not if designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insue stability during construction Is the responsibility of the MiTek erecfor. Additional permanent bracing of The overall structure Is the responsibility of the buid Ing designer.For general guidance regarding 6904 Parke East Blvd. fatAcalion,quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safely information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexan drla.VA 22314. Tampa.FL 33610-4115 if Southein Pine{SP)luanber is specwted,the design values are those effective 06/01/2013 by ALSC toss runs ype + • ty y Castaway Cottage T6624081 Job Reference(o liana! J140523 K05 Root Special 1 1 Manning Building Supplies. Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Mon Nov 10 09:11:00 2014 Page 1 ID:GRBpXm2jl2FjNPvSGjtW PCyLyV2-uOxmJL4aKbgiOATKCrgHBe6KyioWfeWZ6MRJfnyKec9 2-3-1Y 6-7-Y3 11-0-0 17-0-0 22-0-0 2-0-11 4-43 4-03 6-0-0 5-0-0 Scale=1:49.9 6x8= 4 15 9.00F1_2 14 3x6 3 5x12= 2x4 11 5 6 16 13 2 N TIN 1 9 8 3x5= 3x8— 1.5x4 II 4x10= 2-3-11 11-0-0 17-0-0 22-0-0 2-3-11 8-8-5 5-0-0 Plate Offsets KY)-- f2:0-6-5,Edge) LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (foc) I/dell Ud7ATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.14 9-12 >999 24020 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.42 9-12 >627 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.67 Horz(TL) 0.20 7 n/a Na BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:131 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2`Except' TOP CHORD Structural wood sheathing directly applied or 4-10-11 oc purlins, T1:2x8 SP No.1 D except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-6-8 oc bracing. Except: WEBS 2x4 SP No.2 7-2-0 oc bracing:9-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) 1=823/0-3-8,7=805/Mechanical Max Horz 1=269(LC 11) Max Upliftl=-278(LC 12),7=-293(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-569/175,2-13=-1857/727,3-13=-1262/556,3-14=-979/426,4-14=-964/448, 4-15=-901/426,5-15=-939/411 BOT CHORD 2-9=-65111353,8-9=-611/1307,7-8=-608/1312 WEBS 3-9=-799/428,4-9=-333/867,5-9=-698/380,5-7=-1416/625 NOTES 1)Unbalanced roof live loads have been considered for this design. ,`,�/111111ii 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.II; �� U�N V���I�� Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 11-0-0,Exterior(2)11-0-0 to �� .. 14-0-0,Intedor(1)17-0-0 to 21-10-4 zone;cantilever left and right exposed;end vertical left and right exposed;C C for members and `� ' , '�C ENS'•. �0 forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip 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 Toads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ' 6)Refer to girder(s)for truss to truss connections. ' 7)Bearing at joint(s)1 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity T F •:�� of bearing surface. � 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)1=278, ��, •, ,Q P.'��,� 7=293. '� Q. •• 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. , �/��S •N A,-`,,`�, IIII11111� FL Cert. 6634 November 10,2014 0 WARMNO-V_fy design pa,,.—teres and RBAD NOTES ON THIS AND INCLUDED IHITBK RBPBRFJVCB PdO6 iIII-7473 BEFORE USE. Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of build h,g 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 responslbNlity,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,deiivery,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 e312�ctiAlexandria. 06/A 22314.01/20L3 by by ALSO: Tampa,FL 33610-4115 em Pine SP lu m,.bes is wed,the design values tfSouth SPei Truss fuss ype , , iy Castaway Cottage T6624082 J140523 K06 Root Special 1 1 Job Reference o tional Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Mon Nov 10 09:11:00 2014 Page 1 I D:GR8pXm2jl2FjNPvSGjtW PCyLyV2-uoxmJL4aKbgiOATKCtgHBe6LOipcfh6Z6MRJfnyKec9 2-10-4 6-11-2 11-0-0 15-0-0 22 -0 2-10-0 4-0-14 4-0-14 4-D-0 7-00-0 Scale=1:47.4 4x4= 4 9.00 12 3x5�i 13 14 4x4- 3x5= 5 6 3 1 j15 i `° 4x4= `� 5x5= e lip 12 11 10 9 8 7 20 it 5x5= 5x5= 3x8= 3x4= 20 I,I 2-10-44 6-11-2 11-0-0 15-0-0 22-0-0 2210- 4-0-14 4-0-14 4-0-0 7-0-0 Plate Offsets(X,Y)-- {10:0-2-8,0-3 01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.10 10-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.22 10-11 >999 180 BCLL 0.0 Rep Stress Incr YES I WB 0.50 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 i Code FBC2010/TP12007 (Matrix-M) Weight:134 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-5 oc purlins, except BOT CHORD 2x4 SP N0.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-8-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) 12=803/Mechanical,7=803/Mechanical Max Horz 12=277(LC 11) Max Upliftl2=-286(LC 12),7=-292(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-12=717/319,1-2=-2119/861,2-3=-1 321/544,3-13=-878/432,4-13=-858/450, 4-14=-848/434,5-14=-872/416,5-15=-987/471,6-15=-987/471,6-7=-738/388 BOT CHORD 11-12=-308/365,10-11=-1 05412269,9-10=-568/1130,8-9=-501/1003 WEBS 1-11=-846/2074,2-11=-657/320,2-10=-1227/552,3-10=-100/388,3-9=-594/298, 4-9=-383/812,5-9=-505/295,5-8=-431/292,6-8=-488/1098 NOTES- 1)Unbalanced roof live loads have been considered for this design. ����� //// 2)Exp C;AEncl.,GCpi=0118;MW FRS(dircond ectional)al)and C-C101 Exte Exterior(2)0-1-12 to 2-10 4D Interior(1)2-10-4 o 11 0-0,Exterior(2)11t 0-0 to % ,, 14-0-0,Interior(1)15-0-0 to 21-10-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and �� '�. '�G E N 5'•' `� forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 �� �' F•••• �0 3)Provide adequate drainage to prevent water ponding. 4N 68182 4)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. - * :• •�; 5)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ' 6)Refer to girder(s)for truss to truss connections. ' 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)12=28d,-oo O:•• T F •:�44j 7=292. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �� ,Q P•'��`� FL Cert. 6634 November 10,2014 Q WARNING-Vmijy d=ign pu' mte and READ N07ES ON THIS AND INCLUDBD M78K REFERENCE PAGE AHI-7478 BEPORB USE. ^ Design valkT 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.o acing shown is for lateral support of indhAdual web members only. Additional temporary bracing to insure stabllity during consirucYbn Is the responsibility of the MiTek• erector. Addlikxx3 permanent bracing of itte overall structure is the responsibility of the building designer.for generai guidance regarding fabrication,quality control,storage,delivery.erection and bracing.consult ANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East BNA. tf Soouuthem Pine asp)lluunmmr is specked,tthe design values are these 2effective 06/01/2013 by ALSO Tampa,FL 33610-4115 fuss 7,ussyp—e ty Castaway Cottage T6624083J140523 K07 ial 1 I t Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. on Nov 10 09:11:01 2014 Page 1 I D:GR8pXm2j12FjNPvSGjtW PCyLyV2-MCV BXh5C5uoZeJ2W mYLW ksfYH68YO5ciLOBsCDyKecO 4-10-4 11-0-0 13-0-0 17-6-0 22-" 4-10-4 6-1-12 2-0-0 4-6-0 4-6-0 Scale=1:47.4 4x4= 3 1.5x4 li 9.00 12 40- 3x4= 4 6 14 13 4x4= \ 3x5= lip T 1 n 12 LLI ,5 16 11 10 9 8 7 1.50 I 5x5= 3x8= 30= 5x5= 4-10-4 11-0-0 13-0-0 22-0-0 4-10-4 6-1-12 2-0-0 9-0-0 Plate Offsets(),Y)-- f`10:0-2-8,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.17 7-8 >999 240 MT 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 I Vert(TL) 0.43 7-8 >613 180 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.03 7 Na Na BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:144 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-11 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-7-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 11=803/Mechanical,7=803/Mechanical Max Horz 11=303(LC 1 1) Max Upliftl 1=-284(LC 12),7=-355(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-11=-763/361,1-12=1269/509,2-12=-1269/509,2-13=-915/390,3-13=-814/405, 3-4=-819/439,4-5=-797/409 BOT CHORD 10-11=-345/347,9-10=-787/1412,8-9=-465/837,8-15=-350/528,15-16=-350/528, 7-16=-350/528 WEBS 1-10=-587/1396,2-10=-537/319,2-9=-728/378,3-9=-320/703,4-9=-523/224, 5-8=-174/482,5-7=-807/451 NOTES- 1) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.11; ,,�� paV V F� Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 11-0-0,Exterior(2)11-0-Oto ♦� ,O••'�G E N S+•• I� 13-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions :♦ •' V . 00 shown;Lumber DOL=1.60 plate grip DOL=1.60 : N q-)61811118 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— 4� �N fit between the bottom chord and any other members,with BCDL=10.Opsf.6)Refer to girder(s)for truss to truss connections. ♦ 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Ot=lb)11=284.OF7=355. P8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �ll`,, FL Cert. 6634 November 10,2014 f Q WdRNINO Yerifg deign pm'ametcra and R&AD NOTES ON THIS AND INCLUDED NUTEK RE£BRE;VCE PAGE NfTI 7473 BEFORE USE. ;f Design NIkf for use oNy with MITek connectors.This design is based only upon parameters shown,and Is for an kidlvidual buddirg component. Applicabllfy of design paamefers and proper Incorporation of comporleni h respordbiltty of buiidkxg designer-not truss designer.Bracing shown h for lateral aq�porT of IndNWual web members only. Addlikxial temporary braclrlg To Insure staffAlty during construction Is the responsibilllty of the MiTek' erecta. Addlflrxxtl permanent bracing of the overall shucture is the responslblltty of the buNding designer.For general guidance regarding fabdcatlon,quality control,storage,delNery,erection and brxhg,consult ANSI/TPI t Aualify Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avaYable from buss Plate Institute,781 N.Lee Sfreet Suite 372,Alexandria.VA 22314. Tampa,FL 33610-4115 7 tf Savtlrern Ptne(SP}Iumbes iz spec wed tfte design wlues are glaze effective 06/01/2013 try ALSO toss rus5 ype • 'ty I Castaway Cottage T6624084 J140523 K08 Root Special 1 1 Job Reference tonal Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MTek Industries.Inc. Mon Nov 10 09:11:02 2014 Page 1 I D:GR8pXm2jl2FjNPvSGjtW PCyLyV2-gO2W k16gsCxQFTdjKGtIG3Ci 1 VTx7bmsagwPkfyKec7 6-10-4 10-10-8 16-5-4 22-0-0 6-10-4 4-0-4 5-6-12 5-6-12 Scale=1:43.9 3x4 11 4x4= 3x4= 3 12 13 4 14 5 9,00112 4x4= 11 3x5= 1 10 j 15 16 8 7 6 9 2x4 11 5x5= 3x8= 5x5= 6-10-4 10-10-8 22-0-0 6-10-4 4-0-4 11-1-8 Plate Offsets(NY) f870-2-8 0-3-01 - LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (ioc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 ( TC 0.62 Vert(LL) -0.40 6-7 >648 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.88 6-7 >296 180 BCLL 0.0 Rep Stress Incr YES W B 0.49 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2010/fPI2007 (Matrix-M) Weight:141 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-7 oc purlins, except BOT CHORD 2x4 SP No.2`Except` end verticals. B2:2x4 SP No.1 D BOT CHORD Rigid ceiling directly applied or 7-10-10 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row atmidpt 4-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer i Installation guide REACTIONS. (Ib/size) 9=803/Mechanical,6=803/Mechanical Max Horz9=325(LC 9) Max Uplift9=-31 1(LC 8),6=-415(LC 9) Max Grav9=803(LC 1),6=848(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-Ail forces 250 Qb)or less except when shown. TOP CHORD 1-9=-735/396,1-10=-974/404,2-10=974/404,2-11=-920/398,3-11=-864/416, 3-12=-714/385,12-13=-714/385,4-13=-714/385 BOT CHORD 8-9=-414/425,7-8=-698/1081,7-15=-382/521,15-16=-382/521,6-16=382/521 WEBS 1-8=-50311087,2-8=-511/294,2-7=-466/299,3-7=-73/345,4-7=-152/393,4-6=-756/476 NOTES- 1) OTES 1)Unbalanced root live loads have been considered for this design. Qv 4 N V j , ' 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4tt;Cat.II; , 'GEN% P` • Exp C;Encl.,GCpi=0.18;MW FRS(directional)and CC Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 10-10-8,Extedor(2)10-10-8 to ♦♦S '0••' G E N s•• 13-10-8 zone;cantilever left and right exposed;end vertical left and right exposed;C C for members and forces&MW FRS for reactions: V F i shown;Lumber DOL=1.60 plate grip DOL=1.60 N 68182 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 pst 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=10.0psf. • •. 6)Refer to girder(s)for truss to truss connections. T F 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)9=311, n•''• 6=415. �i 1 Q P•'�•�,♦ 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ♦ S'• \�,� .��S %% � rrlllllll�,, FL Cert. 6634 November 10,2014 7r,w, Hn-vmiJy dmign pas�sneters and READ Pf07SS ON 7Hf8 AND INeters s o n and REP n ind AdFAQEcling7473 BEFORE USE.alid for use only with MITek connectors.This design Is Lased only upon parameters shown,and k for an Ir vldual twfding component. bffly of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.&acir>E7 shown ral support of individual web members only. Addttkxwl Temporary bracing to Irurxe stabHlty during construcibn h the responsibYlltyof the MiTekAddltbrxil permanent bracing of the overall structure Is the resporukNlity of the buAding designer.For general guklance regarding on,quality control.storage,delivery,erection and bracing.consult ANSI/TPI I Quality Cfiteda,DSB-89 and BCSI Building Component 6904 Parke East Blvd. formation available from Truss Rate Institute.781 N.Lee S1reeI.SuITe 312,Alezarxirla,VA 22314. Tampa,FL 33610-4115 ern Pine(SPj lumber is spec ified,the design values are these effective 06/01/2013 by AISC toss cuss ype C=Cottage T66240651 J140523 K09 Roo,Special11Jo Manning Building Supplies. Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Mon Nov 10 09:11:03 2014 Page 1 ID:GR8pXm2jl2FjNPvSGjtW PCyLyV2-i acuxM7SdW 3HtdCvuzO_pHkyuvq_s_b?oKgzG5yKec6 4.5-2 8-10-4 11-0-0 13-1-8 17-5-0 22-0-0 4-5-2 4-5-2 2-1-12 2-1-8 4.3-8 4-7-0 Scale=1:47.4 4x4= 9.00'12 4 5 4x4= 3x4= 1.5x4 11 1.5x4 I I 4x4= 3x4= 6 7 1 13 14 n 1 1 15 16 11 10 9 8 12 'I 5x5- 5x5= 3x8= 3x4= 5x5- 8-10-4 11-0-0 17-5-0 22-0-0 8-10-4 2-1-12 6-5-0 4-7-0 Plate Offsets Y)-- 11170-2-8,0-3-4] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.15 11-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.37 11-12 >698 180 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.03 8 n/a Na BCDL 10.0 i Code FBC2010/rP12007 (Matrix-M) Weight:162 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing i be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) 12=803/Mechanical,8=803/Mechanical Max Horz 12=290(LC 11) Max Upliftl2=-353(LC 8),8=-354(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-801/363,3-4=-830/400,4-5=-829/400,5-6=-567/31 1 BOT CHORD 12-15=-460/611,15-16=-460/611,11-16=-460/61 1,10-11=-517/854,9-10=-482!783, 8-9=-346/567 WEBS 2-12=-812/453,2-11=-180/470,3-10=-518/258,4-10=-395/819,5-10=-383/277, 5-9=-350/216,6-9=-120/425,6-8=-875/428 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Exp C;Encl.,GCpiv0.1181 MW FRS(dircond ectional)al)gust)d C-C1Exterior()0-1-12 to 3-18 2D Interlor(1)3-1512 o 11 0-0,Exterior(2) 1t 0-0 to 1 I, 13-1-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions �� ,•'�G E N S••. �� shown;Lumber DOL=1.60 plate grip DOL=1.60 �` ••' 3)Provide adequate drainage to prevent water ponding. Ni 68118 2 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will► *; fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)12=353; T F 8=354. .10 i 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �0 `Q p;••��,� 'S'Is i►�N A���C?�% FL Cert. 6634 November 10,2014 Q WARMNO-Verify design p-----teres mid READ NOTBB ON THIS AND INCLUDBO iHTEK REFEREWCB PAGE A fl-7473 BEFORE USE. Design valid for use c"y with MITek connectors.This design is based only upon parameters shown,and is for an kralNdrwl"ding 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 responslblilty of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fatxication,quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCS,BuildingComponent 6904 Parke East Blvd. Safety Information avallable from Truss Plate institute.781 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610-4115 If Southern pine j5pj lumber is specified the design vaiues are those effective 66/01/2013 by ALSO Job Truss fuss ype ty Castaway Cottage 766240861 J140523 K10 Root Special 1 Job ReferenceMiTtional Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 ek Industries.Inc. Mon Nov 10 09:11:04 2014 Page 1 I D:GR8pXm2jl2FjN PvSGjtW P(yLyV2-mnAH9i74OpB8Vnn5RgvDLUH04J E4bTv81_PW pYyKec5 5-6-14 11-1-12 15-1-8 22'0-0 5-6-14 5-6-14 3-11-12 6-10-8 Scale=1:44.0 4x4= 1.5x4 4x7= 1 2 12 13 3 9.00 12 ] 14 3x5= 4x4= i 4 5 I I 15 ' e 1 T 1 16 9 17 8 7 6 ,o 2x5 11 5x8= 3x4= 3x4= 2x4 11 5-6-1411-1-12 15-1-8 22-0-0 5-6-14 5-6-14 3-11-12 6-10-8 Plate Offsets(X,Y)-- [3:0-5-4,0-2-01,[9:0-4-0,0-3-0]__-- - F 3:0-5-40-2-0] [9:0-4-00-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.06 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.17 6-7 >999 180 BCLL 0.0 ' I Rep Stress Incr YES WB 0.58 Horz(TL) 0.02 6 Na n/a BCDL 10.0 Code FBC2010fTP12007 (Matrix-M) Weight:150 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-6 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-1-8 oc bracing. WEBS 1 Row at midpt 3-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide I REACTIONS. (Ib/size) 10=803/Mechanical,6=803/Mechanical Max Horz 10=-324(1_C 8) Max Uplift10=-415(LC 8),6=-312(LC 9) Max Grav 10=851(LC 18),6=803(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-756/438,1-11=-542/352,2-11=542/352,2-12=-542/352,12-13=-542/352, 3-13=-542/352,3-14=-829/421,4-14=-877/403,4-15=-998/413,5-15=-998/413, 5-6=-739/396 BOT CHORD 10-16=-370/392,9-16=-370/392,9-17=-364/691,8-17=-364/691,7-8=-521/1015 WEBS 1-9=-446/834,2-9=-346/300,3-9=-305/192,3-8=-171/488,4-8=-506/282,4-7=-441/300, 5-7=-511/1109 ,``��t,•a�`N V��J.- NOTES- P` C 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.Il; �� �•'�G E N S'' N F Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(,)3-1-12 to 11-1-12,Exterior(2)11-1-12 to F•'•• 10 14-1-12,Interior(,)15-1-8 to 21-10-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and N 68182 forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will -p; 41j fit between the bottom chord and any other members,with BCDL=10.Opsf. i O'• T F 5)Refer to girder(s)for truss to truss connections. z. ss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)10=415, 6)Provide mechanical connection(by others)of tru ��' •• 1 O P•'��`�� 6=312. j l�•• •<���� 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. � 5 •N A�-;1'�, !111111111 FL Cert. 6634 November 10,2014 I Q WARNING-Verify dmiym pm ametc and READ N07ES ON 7WrS AND INCLUDED b9713K REFERENCE PAGE AIII-7473 BEFORE USE. Design valk,for use only with MITek connectorsy p .This design Is based only parameters shown, d h for an Individual building component. Applicability of design parameters and proper Incorporation of component is r of build 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/TP11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truce Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa.FL 33610-4115 If Sauthem Pine(SP)lumtbes is specfied,the design values are those effective 66/01/2013 by ALSO R • russ fuss ype ty i Castaway Cottage T6624087 J140523 K11 Root Special 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 232014 MITek Industries,Inc. Mon Nov 70 09:11:04 2014 Page 1 I D:GRBpXm2j12FjN PvSGjtW PCyLyV2-mnAH9i74OPBBVnn5RgvDLUHOfJ8kbRyB1_PW pYyKec5 4-6-14 9-1-12 11-0-0 17-0-0 22-0-0 4f-14 4-6-14 1-10-4 6-0-0 Scale=1:47.4 4x7 11 9.00 12 4 = 1.5x4 it 4x4 1 3x4= 1 12 1 5x5= 3x5= 5 6 13 I � N N i 1 14 15 9 16 17 8 10 7 5x5= 5x8= 4x10= 1.5x4 I 9-1-12 17-0-0 i22-" 9-1-12 7-10-4 5-0-0 Plate Offsets Y)- [9:0 4-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.16 9 10 >999 240 MT2O 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -0.41 9-10 >638 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(TL) 0.02 7 n/a Na BCDL 10.0 i Code FBC2O1O/TPI20O7 (Matrix-M) Weight:141 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-10 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 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) 10=803/Mechanical,7=803/Mechanical Max Horz 10=-305(LC 10) Max UpliftlO=-360(LC 8),7=-284(LC 12) Max Grav 10=843(LC 18),7=803(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-858/404,3-4=-1062/532,4-12=-1772/808,5-12=-1851/793,5-13=-1319/506, 6-13=-1319/506,6-7=-759/361 BOT CHORD 10-14=-283/631,14-15=-283/631,9-15=-2831631,9-16=-285/717,16-17=-2851717, 8-17=-285/717 WEBS 2-10=-848/454,2-9=-171/532,3-9=-728/388,4-9=-267/737,4-8=-535/1135, 5-8=-1337/677,6-8=-582/1416 1/1111111//� NOTES- �� QV,N 1)Unbalanced root live loads have been considered for this design. • 2)Wind:ASCE 7-10;Vult=13Omph(3-second gust)Vasd=1O1mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45tt;L=24tt;eave=oft Cat.Ii; �� •'•G E N ••• i� Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 11-0-0,Exterior(2)11-0-0 to SF•••, 14-0-0,Interior(1)17-0-0 to 21-10-4 zone;cantilever lett and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 N 681 82 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 2O.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will -p; fit between the bottom chord and any other members,with BCDL=10.Opsf. T 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 100 Ib uplift at joint(s)except Qt=1b)10=360,%, •,� 1 O Q�.' ,�� 7=284. �j� S•' \�?`� 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �I�,S •• AL�`���� /111111111 FL Cert. 6634 November 10,2014 0 WARNING-Vmify design parmnete and READ NOTES ON THIS AND INCLUDED AUTBIC REPSRENCE PAGE MOI-7473 BEFORE USE. Design valid for use orgy with MITek connectors.This design is based only upon parameters shown,and Is for an Individual building component. Appilcabilty of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown support Is for lateral ort of Individual web members only. Addltlonal 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 R fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPII 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 33610-4115 tf Southern Pirie(SP)luenber is spec Wted,the design values are those effective O6101/2O13 by ALSO t runs 7,ussype Castaway Cottage 76624088 J140523 K12 cial 1 1 Job Reference tional 7.600 s Sep 23 2014 Mi fek Industries,Inc. Mon Nov 10 09:11:05 2014 Page 1 Manning Building Supplies. Jacksonville,FL I D:GRBpXm2j 12FjN PvSGjtW PCyLyV2-FzkfM28i97J?6xLl?OQSuigBLjXhKxAIGd94L_yKec4 7-1-12 11-0-0 15-0-0 19-0-0 22-0-0 7.1.1P 3-10-4 4-0-0 4-0-0 3-0-0 Scale=1:47.4 4x4= 9.00 12 3 4x4= 14 3x5= 13 4x4 1 4 Ir 12 5x5= 3x8= la 5 5 m� 11 10 9 8 7 2x4 11 5x5= 3x8= 4x10= 1.5x4 11 7-1-12 11-0-0 19-0-0 22-0-0 7-1-12 3-10-4 8-" 3-0-0 Plate Offsets(X,Y)-- [1070-2-8,0-3-0] LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.17 8-9 >999 240 MT20 244/190 TCDL 7.0 1 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.51 8-9 >514 180 BCLL 0.0 Rep Stress Incr YES WB 0.51 I Horz(TL) 0.03 7 n/a Na BCDL 10.0 I Code FBC2010/fP12007 (Matrix-M) i Weight:131 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-15 oc purlins, except SOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-11-7 oc bracing. M!Tek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) 11=803/Mechanical,7=803/Mechanical Max Horz 11=-279(LC 10) Max Upliftl 1=-297(LC 8),7=-286(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-11=-734/390,1-12=-949/459,2-12=-949/459,2-13=-891/420,3-13=-867/437, 3-14=-875/451,4-14=-901/432,4-5=-2855/1156,5-6=-1993!752,6-7=-753/314 BOT CHORD 9-10=-392/982,8-9=-409/990 WEBS 1-10=-476/1060,2-10=-460/290,2-9=-470/294,3-9=-389/840,4-9=-524/306, 4-8=-674/1768,5-8=-1796f786,6-8=-740/1984 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Exp C;EnctE,GCpi V0.118'MW FRS(directional)al)and C Ccond gust) 1Exterioh(}OD1-12 to 3 iB12D Interior(l)3-1512 to 11 f0-0,Exterior(2)oar(2)1110-0 to I `% P.�U'N 4,N,j 14-0-0,Interior(1)19-0-0 to 21-10-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and `�% ,�••'�G E N S''.��♦♦♦ forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. N 68182 4)This truss has been designed fora 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 tai!by 2-0-0 wide will fit between the bottom chord and any other members. ' 6)Refer to girder(s)for truss to truss connections. ' 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)11=297; � T F : 7=286. 0 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ♦♦ ,Q Q;•' ,� Ilotlis,, FL Cert. 6634 November 10,2014 Q WdRNINO-Verify d®yn pmumcte—and RBAD NOTES ON TIIIS AND INCLUDED W713K REPERENCE PAGE bfll-7473 BEFORE USE. Design valid for use only with MiTek connectors.!his design fs based only upon parameters shown,and Is for an Individual bLAcIng component. �the ApplicabWity of design parameters and proper Incorporation of___ compoent k resporubllity of building designer-not truss designer.Bracing shown erfectorerAddiflonal I�rm!anent txacing o iherover�l s ditTbrrwl t rpor of tf ealstabilitydesigner. dgner during genera guidance struction is Hie responsibility of the MiTek" fabrication,quality conTrot,storage.delivery,erection arxi bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Bbd Safety Information avaYabie from truss Rare Irrsti t.,781 N.Lee Street,SulTe 312 Alexarxiria,VA 22374. Tampa,FL 33610-4115 tf Savthem Pine(SD)luanher is spec fled,the design vaiares are tfiase eKective 66JO1/2413 by ALSC russ runs ype ty Castaway Cottage T6624069 J140523 K13 Root Special 1 1 Job Reference o tional Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MTek Industries.Inc. Mon Nov 10 09:11:06 2014 Page 1 ID:GRBpXm2jl2FjNPvSGjtW PCyLyV2-j911 a09KvRRsk5wUZ5xhRvMKD7vr3P7RVHudtQyKec3 5-1-12 11-0-0 15-4-3 19-8-5 21-0-0 22-0-0 5-1-12 5-10-4 4-4-3 4-4-3 13-11 1-0-0 Scale:1/4'=1' 6x8= 3 9.00 12 I 1 16 7 Sz5 4x4= 4 3x5= 14 1 (»') T I15 m 5 6 0 i J I� 10 9 6 ' 4x10 l� 1.5x4 II 3x5= 3x8= 1.5x4 II = 5 11 12 11-0-0 15-4-3 19-8-5_ 21-4-8 22-0-0 55 1-12 5-10-4 4-4-3 4-4-3 1-8-3 b 7-8 Plate Offsets(NY)-- f5:0-6-5,0-0-01 LOADING(psf) SPACING- 2-0-0 CSI. FTDE in {toc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 ) -0.10 7-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.23 7-13 >999 180 I BCLL 0.0 j Rep Stress Incr YES WB 0.47 Horz(TL) 0.16 6 n/a Na BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:155 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP N0.2"Except" TOP CHORD Structural wood sheathing directly applied or 4-9-14 oc purlins, except T3:2x8 SP No.1 D end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-5-3 oc bracing. WEBS 2x4 SP No.2 JOINTS 1 Brace at Jt(s):7 OTHERS 2x6 SP No.2 FMTek recommends that Stabilizers and required cross bracing i LBR SCAB 4-6 2x6 SP No.2 one side be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) 10=807/Mechanical,6=817/Mechanical Max Horz 10=-272(LC 10) Max UpiiftlO=-289(LC 12),6=-287(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-10=-759/361,1-15=-1248/538,2-15=-1248/538,2-16=-927/385,3-16=-879/400, 3-17=-904/443,4-17=-939/422,4-14=-1241/513,5-14=-1498/562,5-6=-483/219 BOT CHORD 8-9=-390/1278,7-8=-322/1192,5-7=-322/1192 WEBS 1-9=-56711368,2-9=-525/304,2-8=-687/366,3-8=-309/819,4-8=-749/342 NOTES- 1)(")Attached 8-5-5 scab 4 to 6,front face(s)2x6 SP No.2 with 2 row(s)of 10d(0.131'x3")nails spaced 12"o.c.except:starting at 4-0-8 from ,��111 I I IIIrr end at joint 4,nail 2 row(s)at 7"o.c.for 2-5-13. ♦♦♦♦♦`P(�V 1 N 2)Unbalanced roof live loads have been considered for this design. 3)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24111;eave=4ft;Cat.Ii; ,♦♦ '�,•'�C,E N/S'•. Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 11-0-0,Exterior(2)11-0-Oto 14-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions N 68182 ' shown;Lumber DOL=1.60 plate grip DOL=1.60 Ar 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)»This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. i� T F 441 Z 7)Refer to girder(s)for truss to truss connections. ' 9P P 9 P 1 O P U- ) 8)Provide mechanical connection(by others)of mass to bearing late capable of withstanding 100 Ib uplift at'oint s except t-Ib 10=289,%, ,O Q�`���`♦ 6=287. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. •N AL FL Cert. 6634 November 10,2014 0 IAdRMNG-Vtaify drsion pc ur.,.4 a astd READ 1YO78S ON 7HlS dl�ID lNCLUDBD bII18lC R6PBRBNC6 PdG6 hIIl-7473 BEPORB USE, Design valki for use oMy with Mitek connectors.fih design is based only upon parameters shown,and Is for an Individual bukding component. # Applinrrt�Alty of design parameters and proper Incorporation of component&resporalblltty of building designer-not truss designer.&acing shown h for lateral support of Individual web members only. Additional temporary bracing to insrne stability during construction Is the responslbillity of the MiTek erector. Addltiorx9 permanent bracing of The overall sinaclure is the responslblllty of the buNcling designer.For general guidance regarding fabrication,<Trx�ltty control.sTwage,delNery,erection and bracing•consult ANSI/TPI I Hualify Criteria,DSB-89 and BCSI Building Component 6904 Parke East Bbd. Salery Inlormatfon available ham lntss PIaTe Institute.781 N.Lee Street,SulTe 312.Alexandria.VA 22314. Tampa.FL 33610-4115 if Saut�rem Pure(SP]lumber is spec ified,the design values are those effective 06/01/2013 by ALSO toss cuss ype ty Castaway Cottage T771 J140523 K14 Roof Special 1 1 Job Reference tional Manning Building Supplies. Jacksonville,FL 7.600 s Sep 23 2014 MTek Industries,Inc. Mon Nov 10 09:11:07 2014 ID:GR8pXm2jl2FjN PvSGjtW PCyLyV2-BMSPnkAzgkZjMFVg7pswz7vSLW BNosDbjxeAPtyKec2 3-1-12 11-0-0 15-4-3 19-8-5 22-0-0 3-1-12 7-10-4 4-43 4-4-3 2-3-11 Scale=1:52.9 6.12 M18SHS 11 3 9.00 12 14 15 5x5 4 16 3x8= 5x5= I 1 1 � 5 Tm 6 l Tol� 10 9 8 7 °i9 1.5x4 3xg= 4x10= 1.5x4 II 4x10 3-1-i2 11-0-0 15-4-3 19-8-5 22-" 23 T12 7-10-4 4-4-3 4-4-3 Plate Offsets X Y-- [5:0-6-5,0-0-01,[970-3-8,0-1-81 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.15 8-9 >999 240 I MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 I Vert(TL) -0.46 8-9 >571 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 048 1 Horz(TL) 0.21 6 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M' ) I Weight:131 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. T3:2x8 SP No.1 D BOT CHORD Rigid ceiling directly applied or 6-7-3 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 2-8 WEBS 2x4 SP No.2 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. ((b/size) 10=804/Mechanical,6=814/0-3-8 Max Horz 10=-241(LC 10) Max Upliftlo=-287(LC 12),6=-287(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-10=-763/315,1-2=-2049/830,2-14=-970/366,3-14=-870/386,3-15=-951/446, 4-15=-986/425,4-16=-1302/512,5-16=-1646/612,5-6=-487/218 BOT CHORD 8-9=-771/2138,7-8=-319/1185,5-7=-344/1185 WEBS 1-9=-868/2125,2-9=-637/365,2-8=-1561/714,3-8=-248!778,4-8=-711/326 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2) Ai. v1ir101 P ; g o511I , 00'N Exp CEnc ,GCpi0.18;MWFRS(directional)a C-CExteor(2)0-1-12 to 3-1 2,Interior(l)3-112 o 1-0-0 Exterior(2)10-0 to 0 I� 14-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces MWFRS for reactions ♦� '��•'�G E S•• �� shown;Lumber DOL=1.60 plate grip DOL=1.60 �♦ F•••' 3)Provide adequate drainage to prevent water ponding. N 68182 4)All plates are MT20 plates unless otherwise indicated. * ;• •= 5)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ' 7)Refer to girder(s)for truss to truss connections. T F 8)Bearing at joint(s)6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity o_ • of bearing surface. �i \ P_•���♦ 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Ot=lb)10=287, �� S•. \G,� 6=287. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �� IS 11111111111%N A FL Cert. 6634 November 10,2014 0 WARWN0-Verify design poote+a and READ NOTES ON TN1S AND INCLUDED A97BK REFERBNC6 PdOS MN/-7473 BBFORB USE. -- Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an knlivldual building component. Applicabdlty of design parameters and proper incorporation of component is resporubllity of bullalng designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Addltkxnal Temporary bracing to Insure stability during constructionh dine responslbBllty of dine MiTek 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/TPI I Quality Criteria,DSB-89 and BCSI Building Component Tampa.Parke 33610-4115 East Bld. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria.VA 22314. tf southern Pine(sp)lurntw is specified.,the design values are those effective 06/61/2013 by ALSO r russ runs ypeOily ply Castaway Cottage T6624091 J140523 K15 Root Special 3 1 Job Reference o tional Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Mon Nov 10 09:11:07 2014 Page 1 I D:GRBpXm2jl2FjNPvSGjtW PCyLyV2-BMsPnkAzgkZjMFVg7pSwz7vZpW EvoyebjxeAPtyKec2 2-3-11 8-8-0 15-0-5 17-4-0 23-11 6-4-5 6-4-5 23-11 Scale=1:40.1 6x8= 3 9.00 F12 1s 14 16 13 4 2 5 1 6 ioIL ,c 1.5x4 11 j 4x10= `°4x10= Imo. 1� 1 2-3-1 t 8-8-0 15-0-5 17-4-0 2-3-11 6-4-5 6-4-5 2-3-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.13 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(TL) 0.31 6-9 >664 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 HOrz(TL) 0.32 5 Na Na BCDL 10.0 Code FBC2010/TP12007 I (Matrix-M) Weight:94 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x8 SP NoA D TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 JOINTS 1 Brace at Jt(s):6 Fek recommends that Stabilizers and required cross bracing stalled during truss erection,in accordance with Stabilizer llation guide REACTIONS. (lb/size) 1=650/0-3-8,5=643/0-3-8 Max Horz 1=185(LC 11) Max Upliftl=-221(LC 12),5=-223(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-432/188,2-13=-1196/439,13-14—776/304,3-14=-726/328,3-15=-728/328, 15-16=-777/303,4-16=-1182/441,4-5=-391/189 BOT CHORD 2-6=-252/741,4-6=-2541697 WEBS 3-6=-4/293 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=4.2psf;BCDL=3.Opsf;h=25ft B=45f;L=24ft;eave=oft;Cat.ll; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 8-8-0,Exterior(2)8-8-0 to ,11`1111111111111 11-8-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions `,� Qv I N V /I11 shown;Lumber DOL=1.60 plate grip DOL=1.60 ,��OP'•.••'•••'•F`���j 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,� , .• GENS•• 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 : •• V F•••, tit between the bottom chord and any other members. • 5)Bearing at joint(s)1,5 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify N 68182 capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Ot=lb)1=221 5=223. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �O•• T F iICU i � 111111111`11 FL Cert. 6634 November 10,2014 0 WARMM-V_iry design parametna and READ NOTES ON THIS dND INCLUDED MTi4lC RF.PfiRPJVC6 Pd06 bill-7478 6BPORB USE " Design valid for use only with MiTek connectors.fits design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Isresponsibility of bullding 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 theL kerector. 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 brachig,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component e East Bid. Safety Information available from Truss Plate Institute,781 N.Lee Street,Sulte 312,Alexan dria.VA 22314. L 33610-4115 if southem Pine(SP)lumber is spec-died,the design values are those effective 06/01/2013 by ALSO p Truss rUss ype ty Castaway Cottage T6624092 1140523 K16 GABLE 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7,600s Sep 23 2014 MiTek Industries,Inc. Mon Nov 10 09:11:06 2014 Page i ID:GRBpXm2jl2FjN PVSGjtW PCyLyV2-fYOn?4BbR2hZzO4tg W z9 W KSrywjrXQSkybNkyJyKec 1 6..4.5 12-8-11 6d-5 6-4-5 Scale=1:31.2 4x4= 4 I 9.00 F12 5 3 6 2 I 7 1 j o 1 � LiI N 6 O O 3x4< 12 11 10 9 8 3x4 12-8-it 12-8-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 I Plate Grip DOL 1.25 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 7 Na n/a BCDL 10.0 I Code FBC2010frP12007 (Matrix) —I Weight:62 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. All bearings 12-8-11. (lb)- Max Horz 1=-135(LC 10) Max Uplift All uplift 100 Ib or less at joints)1,11,9 except 12=-121(LC 12),8=-121(LC 12) Max Grav All reactions 250 Ib or less at joint(s)1,7,10,11,12,9,8 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=4.2psh BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=2ft;Cat.Il; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Corner(3)0-1-12 to 3-1-12,Exterior(2)3-1-12 to 6-4-5,Corner(3)6-4-5 to 9-4-5 zone;cantilever left and right exposed;end vertical left and right exposed;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 ,+,11",,,, Gable End Details as applicable,or consult qualified building designer as per ANSIfrPI 1. 4)All plates are 1.5x4 MT20 unless otherwise indicated. �% QVC N Vic'''j� 5)Gable requires continuous bottom chord bearing. `�� �P•••"� �� 6)Gable studs spaced at 2-0-0 oc. GENS'' 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� ,•�•�\ F•�'. i where a rectangle 3-6 0 tall by 2-0-0 wide w 8)`This truss has been designed for a live load of 20.Opst on the bottom chord in all areas ill -o N 68182 ' 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)1,11,9 except Gt=lbL- 12=121,8=121. cc X 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 'p ro 0'.. T OF • 7C` ,le���S �N C.% 111111110 FL Cert. 6634 November 10,2014 0 WARWNG-Vcrijy deign p—..t.axd READ NOTES ON TRIS AIm INCLUDED MIT EK REFERENCB PAGE @III-7473 BEFORE UBE- 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 responsibillty of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Taus Rate Institute,781 N.Lee Street.Sulte 312.Alexandria.VA 22314. Tampa,FL 33610-4115 if southern pww(sP)hxT9w is specified.the design vies are those effective GG/0112013 by ALSC r russ russ ype ty Castaway Cottage T6624093 J 440523 L01 Common Supported Gable 1 1 Job Reference tional Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries.Inc. Mon Nov 10 09:11:09 2014 Page 1 ID:GRBpXm2jl2FjNPvSGjtW PCyLyV2-7kzACOBDCMpObYf3EEV02Y_OgK21 GrLtBF7HUtyKecO 8-3-4 16-6-8 83-4 83-4 Scale=1:45.8 4x4= 5 r 9.00Z124 I 6 7 8 2 3x5 3x5 g 1 a io 18 17 16 15 14 13 12 11 10 3x4= 3x4= 16-6-8 16-6-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) Na Na 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) n/a n/a 999 BCLL 0.0 " Rep Stress Incr YES WB 0.12 Horz(TL) -0.00 10 n/a Na BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:106 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticais. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. All bearings 16-6-8. (lb)- Max Horz 18=213(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)18,10,15,16,13,12 except 17=-154(LC 12),11=-154(LC 12) Max Grav All reactions 250 Ib or less at joint(s)18,10,14,15,16,17,13,12,11 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=101mph;TCDL=4.2psf;BCDL=3.opsf;h=25ft;6=45ft;L=24f;eave=2ft;Cat.Il; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Corner(3)0-1-12 to 3-1-12,Exterior(2)3-1-12 to 8-3-4,Corner(3)8-3-4 to 11-3-4 zone;cantilever left and right exposed;end vertical left and right exposed;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 `11111 111111 Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. ,,-. QV I N V ��/.. 4)All plates are 1.5x4 MT20 unless otherwise indicated. 0P',.•"•' �� �j 5)Gable requires continuous bottom chord bearing. G E N S 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 10 '•••�\ F••'. i 7)Gable studs spaced at 2-0-0 oc. • N 68182 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ' 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)18,10,15,16,13, 'fl; 12 except(jt=1b)17=154,11=154. T F 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. O - . et` Z ,��'��S •N AL��.��� � 1,111111/1/� FL Cert. 6634 November 10,2014 Q WARNING-Vim.-.fy design pau mctcrs and READ NOTES ONT HIS AND INCLUDED W7EK RBFBRBNCB PAGE JUI-7473 BEFORE USE Design valid for use only with MITek connectors.This design is based only upon parameters shown,and is for an indlAdual budding component. Applicability of design parameters and proper incorporation of component 8 responsibility of building designer-not truss designer.&acing shown Is for lateral support of Indlvldtlal web members only. Additional temporary bracing to Insure stability during construction Is the responsibllilty,of the MiTek• erector. Addltlorxtl 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/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. SMety Information available from Truss Rate Institute.781 N.Lee StreetSulTe 312.Alexandria.VA 22314. Tampa,FL 33610-4115 ase effective OF/01/2013 by ALSC If Southern pine(Sp)lumber is specified,the design values are ch 0runs fuss ype Ury VIY Castaway Cottage T6624094 J140523 r02 Common 7 1 Job Referenceo tional Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries.Inc. Mon Nov 70 09:71:10 2014 Page t I D:GRBpXm2j12FjNPvSGjtW PCyLyV2-bxXYQmCrzfxHDiEFoxOdblX9OkEu?Hj 1 PvsrOByKec? 4-3-6 8-3d 12-3-2 16-6-8 4-3fi 3-11-14 3-11-14 4�-6 Scale=1:45.2 44= II 4 II 9.00 F12 1.5x4 O 18 19 / 1.5x4 5 3 20 17 4x4�i I 4x4 6 2 7 1 8 3x10 11 3x8= 3x10 11 ',.. 8-3-4 16-6-8 8-3-4 Plate Offsets(),Y)-- [1:0-3-8 Edge) [TO-7-9 Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.06 8-15 >999 240 MT 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.15 8-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight:931b FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x6 SP No.2 2-6-0,Right 2x6 SP No.2 2-6-0 be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) 1=612/0-3-0,7=612/0-3-0 Max Horz 1=-180(LC 10) Max Upliftl=-220(LC 12),7=-220(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-442/47,2-17=-677/317,3-17=-665/326,3-18=617/294,4-18=-599/312, 4-19=-599/312,5-19=-617/294,5-20=-665/326,6-20=-677/317,6-7=-442/47 BOT CHORD 1-8=-169/556,7-8=-1691503 WEBS 4-8=-212/505,5-8=-252/193,3-8=-252/193 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=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft L=24ft;eave=oft;Cat.ll; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 8-3-4,Exterior(2)8-3-4 to 11-3-4 `,`�1� zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown; � atJ,N Vic Lumber DOL=1.60 plate grip DOL=1.60 �� �P �� �i01 om chord live load nonconcurrent with any other live loads. `� ' .••�G E N S 3)This truss has been designed fora 10.0 psf bott •• 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 : •• V 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)1=220, 7=220. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �• T F •0 . • .t` i FL Cert. 6634 November 10,2014 Q WARNING-Vcr-ify design pwa-wtcra wrd READ NOTM ON THIS AND INCLUDED k9TSK REFERENCE PAGE 1VII7-7478 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 permanent bracing raci members web o the overall structure Ademporary ditional responsibility ro the building designer.For general guidance regardito Insure stability during construction is the ng or "1e MiTek erector. Additiond per n9 t I Il Quality Criteria,DSB-89 and SCSI Building Component fabrication.quality control,storage,delivery,erection and bracing.consul ANS/TP Y n9 Po 6904 Parke East Blvd. Saf�etu Ind pine(SP)t�urriber is specified.the design values are those 2effective 06/01/2013 by AISC Tampa,FL 33610-4115 f • Job rUSS r- ype ty y Castaway Cottage 76624095 J140523 L03 Common 1 1 Job Reference(optional) Manning Building Supplies,Jacksonville,FL 7.600 s Oct 3 2014 MTek industries,Inc. Mon Nov 10 10.38:06 2014 Page 1 I D:GR8pXm2j 12Fj NPvSGjtW PCyLyV2-XXVpyglXcsHVmisebQs05SZW CKS87KDngQNr4tyKdKV 4-3-6 8-3-4 12-3-216-6-8 4-3-6 3-11-14 3-11-14 4-3-6 44= Scale=1:45.4 D 9.00 12 1.5x4 J LE CL4x4-, 1 4x4B G I A io 3x10 1 H 3x10 l 3x8 8-3-4 16-6-8 8-3-4 8-3-4 Plate Offsets X Y-- A:0-3-8 Ede G:0-7-9 Ed e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) Na Na 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(TL) Na Na 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(TL) 0.01 G n/a Na BCDL 10.0 Code FBC2010lTPI2007 (Matrix) Weight:94 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 or,bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x6 SP No.2 2-9-11,Right 2x6 SP No.2 2-9-11 be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) A=327/16-6-8 (min.0-1-8),G=327/16-6-8 (min.0-1-8),H=570/16-6-8 (min.0-1-8) Max Horz A=-199(LC 10) Max Uplift A=-121(LC 12),G=-121(LC 12),H=-198(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-301/155,B-I=-286/161,C-I=-272/172,E-L=-271/173,F-L=-286/162,F-G=-300/156 BOT CHORD A-H=-73/285 WEBS E-H=300/215,C-H=-300/215 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=4.2psf;BCDL=3.Opst;h=25ft B=45ft;L=24ft;eave=oft;Cat. 11;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 8-3-4,Exterior(2)8-3-4 to 11-3-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for ,���� ►I��� reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ,���` 001 N 3)Gable requires continuous bottom chord bearing. �� 0P.••' 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `♦ ' .' G E N S•• �� 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide F••'. �� i will fit between the bottom chord and any other members. N 68182 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 121 Ib uplift at joint A,121 Ib uplift at joint G and 198 Ib uplift at joint H. _ 7)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)G. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. "0 �O:• T F . LOAD CASE(S) Standard ,C %% FL Cert. 6634 November 10,2014 ©WARN7N0-Verify design Parmnetcra and READ NO7W ON THIS ARD INCLUDED NUTEK REFERENCE PAGE bII1-7473 EEPORE USE. Design valid for use only with MRek connectors.fits design fs based only upon paamefers shown.and is for an individual building component. Applicabfity of design praameters and proper Incorporation of component 5 resporuiblllty of buBding designer-not truss designer.Bracing shown h for lateral support of Indlvkival web members only. Additional temporary braclrxg to irx ure stability during construction Is the responsibXlity of the Welk' i erector. Additbtlal Permanent bracing of the oveinll structure h the responsiblllty of the Fr111ding designer.For general guidance regarding �Y� Il falxicatlon,qudity control,storage,delNery,erection and bracbrg.consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avafoble from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexarxlda,VA 22314. Tampa,FL 33610-4115 K Sauthem Pme(Sp}lumber rs spec fled ttre design values are tflase effective 06/01/2013 by ALSO -. 1 • russ Truss Type FbR y Cottage T66240916I 71 J140523 L04 Common Girder 1 1 erence tionap Manning Building Supplies. Jacksonville,FL 7. p23 2014 MTek industries.Inc. Mon Nov 10 09:1112 2014 Page 1 I D:GRBpXm2jl2FjNPvSGjtW PCyLyV2-XJfl gRE5VHB?SOoevM26gAcOTXtyT1 vKtDLx44yKebz 4-3-6 8-3-4 12-3-2 1 16-" 43-6 3-11-14 3-11-14 4-3-6 Scale=1:47.2 4x7 11 4 I 9.00��, 3x8 3x8 1� 5 3 5x5 5x5 6 2 1 7 vo io 19 10 20 9 21 8 22 HTU26 3x10 HTU26 8x8= HTU26 3x10 11 HTU26 6x10 11 6x10 11 HTU26 HTU26 HTU26 HTU26 HTU26 4-3-6 8-3-4 12-3-2 16-6-8 4_ 3-11-14 3-11-14 43-6 Plate Offsets [9:G-4-0,0-4-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.10 9-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.19 9-10 >999 180 BCLL 0.0 Rep Stress Incr NO ( WB 0.77 Horz(TL) 0.05 7 n/a Na BCDL 100 Code FBC2010/TP12007 i (Matrix-M) Weight1171b FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 D TOP CHORD Structural wood sheathing directly applied or 2-7-6 oc purlins. BOT CHORD 2x6 SP No.1 D BOT CHORD Rigid ceiling directly applied or 6-11-11 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 4-9 SLIDER Left 2x6 SP No.2 2-6-0,Right 2x6 SP No.2 2-6-0 [be iTek recommends that Stabilizers and required cross bracing installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) 1=4190/0-5-0,7=4087/0-5-0 Max Horz 1=180(LC 7) Max Upliftl=-1709(LC 8),7=1666(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-2510/947,2-3=-4137/1792,3-4=-3111/1447,4-5=-3114/1448,5-6=-4217/1813, 6-7=-2771/1041 BOT CHORD 1-19=-1322/3217,10-19=-1322/3217,10-20=-132213217,9-20=-1322/3217, 9-21=-1343/3292,B-21=-1343/3292,8-22=-1 343/3292,7-22=-1343/3292 WEBS 4-9=-1578/3403,5-9=-1157/525,5-8=-503/1376,3-9=-1053/495,3-10=-478/1276 NOTES 1)Unbalanced roof live loads have been considered for this design. %���� ���/J# 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.opsf;h=25ft;B=45ft;Lsed; um a=oft;Cal.II; % QV,N V� Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DUL=1.60 �OQ�-`GEN•........ <` plate grip DOL=1.60 �� G N S•• [� �i 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will N 68182 fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1709 Ib uplift at joint 1 and 1666 Ib uplift at *:• joint 7. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. icr z 7)Use Simpson Strong-Tie HTU26(20-1 Od Girder,11-10dxl 1/2 Truss,Single Ply Girder)or equivalent spaced at 2-2-4 oc max.starting ��••• T F at 0-0-0 from the left end to 16-0-12 to connect truss(es)to back face of bottom chord. 8)Fill all nail holes where hanger is in contact with lumber. '��j ,Q P••\��� 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �� s'• `�?,� LOAD CASE(S) Standard ���'IS •• AL�,,,��` 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-54,4-7=-54,11-15=-20 FL Cert. 6634 November 10,2014 Continued on Daae 2 0 WARNING}-Verify dmign parmneters and READ NOTEB ON TRIS AND INCLUDED bUTEK REFERENCE pAOE bf l-7473 BEFORE USE. 1 Design valid for use only with MRek connectors.fits design k 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 constriction Is the responsitAllty of the MiTek" erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding 6904 Parke East BNA. fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component III Safety Information available from truss Plate institute.781 N.Lee Street,Suite 312.Mexanxiria,VA 22314. Tampa,FL 33610-4115 if Southern Pirie(SA)lurnber is specified,the design values are triose effective 06/01/2013 by ALSO J Truss russ Type ty Castaway Cottage 76624096 J140523 L04 Common Girder 1 t Jab Reference tional Manning Building Supplies, Jacksonville,FL - 7.600 s Sep 23 2014 M7ek Industries,Inc. Mon Nov W-11.122-4 Page 2 I D:GRBpXm2j12FjNPvSGjtW PCyLyV2-XJflgRE5VHB?SOOevM26gAcOTXtyT1 vKtDLx44yKebz LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:9=-783(B)8=-783(B)10=-783(B)11=-783(6)17=-784(B)19=-783(B)20=-783(B)21=-783(B)22=-787(B) 0 TW ON rMIS AND INCLUDED AUTZ CREFERSWE PAGE IWI 7473 BEFORE USE. Design valid for use only with MITek connectors.This design is based only upon parameters shown,and Is for an Individual building component. AppllcabMity of design parameters aril proper Incorporation of compornent Is respopz"I ty of building designer-not truss designer.Bracing show WdRNINO-Vaify design ym'mr�tera and READ NO n Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is ttne responsibility of The �Y�� ek iT ' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.for general guidance regarding 1 Il fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI)Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information avallable from Truss Rate Institute.781 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa.FL 33610-4115 If Southern Pine(SP)luanber is specified,the design values are those effective 06 f Oi f 2OL3 by ALSO I i N� �c D D � D o � D N , m fl m (D m �N D x If W m cr o C C- Q Q a D o A _ > 0 Q a5-2.D+Q n 0 � O (D5 (Q(Qnoo Z � �_ Z N (D uuo (740� Q C Q C Q 7 O�fl :72 3 Q OQ FD ti Q Q O� QQ>00 D Q G�oQ3p 3C) --0 (Dam � &+, � c � (0 Q�_3N �_ z �0 p d QO cD O O O (01 -- 3N H Q N N� x E!- 7 �(D N- Q ON �_ 00 j--UO aa 'D £ �v� (D Q D (Q �(D Q �p O QO O O (D O �� Q(Q (3D , C, �O O Q(D 3� 3O p Q - - a� N -Q m �p Q O �� (D � 0 �N G O C (3D a d_(D 7 N 3 Q 3 (D Z C cnw09- (D 5- 06� Z Q7 (Dy O -Q 0Q (QDO(D 0 mQOQ-. �� o ,03 0QQL T 0 0 3 = QQ�Q? 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C,�Q (Q �Z.y (D aQ Q� Q O ^� (�pN tDN6 3 m QQ (Qm ((D(D Q-Q n00 (Dm m° £ DQO < N�((DD °� m34 (3D Qo Q ii �. m(Q o(D m m c� o mm °Q o,3 0� oC � ZQy (Q a(Q ma °4QQ NN Q Q £.r. 33 3 0 (� �� a 3m QA ��Q z3 Q° Do v£N o' -oa3 a(Q 0m6 m (Qo �Q a a o ` Qo c.Q mo � O Za -QQ 7 °o 0cr Q Q n �.� mo Q H oQ N a 30 Qo c) �� i2 (DQ Q om a£ -Qm (gym cn c Q c4 HC ° £ £o O �ni 3°= QOj Q-0 �� Jm p 3 ° �� c °j (D(Q Q3 � `V m (°D (D?c nQ 3 J '0 6� Q N N 7Q On c N QQ. (DQ. NN (D(Q £ O£O 00 m O 3-6 O. O H N (Q 6 cl �- - p-(Q 3 (7 O 7 mQ �a V a 7 mQ- Q O. O Hm Nm (D ° (D m° 52 � Z £Q O m fl.3 O 30 3 (<pl (Q 3 0 6 m City of Atlantic Beach APPLICATION NUMBER Building Department (To be assigned by the Building Department.) 'l 800 Seminole Road Atlantic Beach, Florida 32233-5445 Phone(904) 247-5826 Fax(904)247-584..5 E-mail: buildin de t coab.us 9- P @ Date routed: City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: �( p �C/� ie.. review required Yes 00NO 13 u i I d i n qj Applicant: Eh/l tinning &Zonin inistrator Project: �(,t� �� u C Ut��ti Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Departm7Firstiew: Approved. ❑Denied. (Circle one.) ts: BUILD G PLANNING &ZONING Reviewed by: Date: zo 2741 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 07/27/90 . 1, V;j!y CITY OF ATLANTIC BEACH & n, Building Department I 800 Seminole Road r� Atlantic Beach,Florida 32233 (904)247-5800 FL- �� COPY PLAN REVIEW COMMENTS Permit Application # 1 S^ 5FR - G �/7 Property Address: Z216 X A&r1 Ti Z dpe Ch ,Or, "1-56 G Applicant: G I P h Lg V 2,y3 Project: /Ue w l70 rn-e— This permit application has been: 0 Approved ED 'ewed and hollowing items need attention: U O rC a o vc-l a & P rr h r ?OloorS Cf,, /�i leG,rv" 0i17 S Glr.e— RCe--e ale Ple klywl O P K4,e/ CZ e &o S (,v i 4J\ C, 1` Please re-submit your application when these items have been completed. Reviewed By: IT lk Date: BUILDING PERMIT APPLICATION CITY OF ATLANTIC BEACH COPY 800 Seminole Road, Atlantic Beach, FL 32233 dlShlc @ Icn la n h0my-2 c (904) 247-5826 Fax (904) 247-5845 u Job Address: 0 � DraftC MAM,EL Permit N ber• 32 33 V- Legal Description (✓ Parcel# S!ro 3a6 oor Area o q. t. Sq.Ft Valuation of Work$ Proposed Work heated/cooled ( non-heated/cooled Class of Work(circle one): Ne Addition Alteration Repair Move Demolition pool/spa window/door Use of existing/proposed structure(s)(circle one): Commercial esidential If an existing structure,is a fire sprinkler system installed? (Circle one): es o N/A Florida Product Approval # For multiple products use product approval Form (n ] ,� n !In ,,,� Describe in detail the type of work to be performed: NN) Noy,D��y_ fmly (/l.C�I�YIl l C ova O Q�r T-ty ru, Alta(" Ulaw Property Owner Information: LL Nam4orax# Address: �'✓l _ City State f✓ Zip-41 Phone q D`l -758 -43�o J E-M (Optiona) DI h k1 DrY11S.COM Contractor Information: Company Name: Qallfliq Wfovi Qualifying Agent: ,0 0 Address: A YYI VA I 10 2 'l 51 City pork V LQ A B(&VLState Zip 3 Z 09-2 Office Phone R 04) 7 -4310 Job Site/Contact Number(�[D ) 21q-Z514 Fax# (qD� 11 Z -333 State Certification/Registration# 031�0 Z Architect Name&Phone# 1 DI D r SS 0 C l ( D-1 -7 -5 Engineer's Name&Phone# A AF( Vi h 01 00 4) Ell - 57,00 Fee Simple Title Holder Name and Address Bonding Company Name and Address Mortgage Lender Name and Address 2 '1 P,Q Fl� E1 VerVVW Dr�V{ SU A 11 YVI/R 31401 Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. This permit becomes null and void if work is not commenced within six(6)months, or if construction or work is suspended or abandoned for a period of six 6)months at any time after work is commenced. I understand that separate permits must be secured for Electrical Work, Plumbing,Signs, Wells, Pools, urnaces,Boilers,Heaters, Tanks and Air Conditioners,etc. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. I hereb certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type ojYwork will be complied with whether specified herein or not. The granting of a permit does not presume to give authorityt9 violate or cancel the provisions of any other federal,state, or loca aw regulati g construction or the performance of construction. •Signature of Owner Signature of Contractor Print Name ������ ��- `�it�nl Print Name ......................................................................................................................................... ......................................................................................................................................... Sworn tq and subscribe before me Sworn to and subscribed before me this /,)'-'1-Day of J lllzrr20 this 3 'Day of nl- 20 15 Notarg Public Nota Public Revised 01.26.10 JILLIAN GKXDgNO MEIN JUAM GMDMO KLEIN NOTARY PUBLIC NOTARY PUBLIC STATE OF FLORIDA STATE OF FLORIDA Commit EE828475 Comm#EE828475 EVIM S=12016 Expires 8/2012016 DO NOT WRITE BELOW- OFFICE USE ONLY Applicable Codes: 2010 FLORIDA BUILDING CODE Review Result (circle one): Approved Disapproved Approved w/ Conditions Review Initials/Date: ?-'1 /5- Development Size Habitable Space 3o?1 y srF- Non-Habitable Impervious area Miscellaneous Information Occupancy Group i Type of Construction -5- Number -Number of Stories ;�_ Zoning District Po 0 Max. Occupancy Load Fire Sprinklers Required Flood Zone IU Conditions/Comments: scapes _ of north florid. o S 5 S C RED CEDAR SOUTHERN MAGNOLIA LIVE OAK CABBAGE PALM RED CRINUM LILY ILE COPY = mN 4 d' N RED RUFFLE AZALEA SAW PALMETTO GREEN PITTOSPORUM SWEET VIBURNUMM � O v M ( P v 4 e.- Iv. COONTIE PALM LILY OF THE NILE WHITE AFRICAN IRIS BLUE PACIFIC JUNIPER iid :;;I EVERGREEN GIANT LIRIOPE PIMK MUHLY GRASS Q w PLANT SCHEDULE IL a>o IENTIFIC NAME ICOMMONNAME IHTISPRJ SPA I REMARKS Lu o IL w-w< OPACA'EAST PALATKA' EAST PALAIKAHOLLY 8-10' 5-6' F.L.S. 2.5"CAL.MIN. Qww m 'ERUS VIRGINIANA EASTERN RED CEDAR 5-6' 3-4' F.L.S. 30 GAL.MN. U U J 40LIA GRAN DIFLORA SOUTHERN MAGNOLIA 10-12' 6-8' F.L.S. 4"CAL.MIN. Q z> iCUS MRGINIANA LIVE OAK 12-15' 6-8' F.L.S. 4"CAL.MIN. Q f'g O i PALMETTO CABBAGE PALM 12'C.T. 6-8' F.L.S. 10"CAL.MIN. Z Q Q U Q U Q UMASIATICUM CRINUMLILY 24-30" 24-30" F.L.S. 15 GAL.MIN. J JODENDRON INDICATASHION' FASHION AZALEA 15-18" 15-18" 3'O.C. 3 GAL.MN. JODENDRON INDICA'RED RUFFLE' RED RUFFLE AZALEA 15-18" 15-18" 30"O.C. 3 GAL.MN. NOA REPENS SAW PALMETTO 24-30" 24-30" F.L.S. 7 GAL.MN. 7SPORUM TOBIRA GREEN PITTOSPORUM 15-18" 15-18" 3'O.C. 3 GAL.MN. ,RNUMODORATISSIMUM SWEETVIBURNUM 15-18" 15-18" TO.C. 3GAL.MN. RNUMOBOVATUM WALTER'S VIBURNUM 15-18" 15-18" GAL.MN. FLORIDANA COONTIE PALM 18-24" 24-30" 3'O.C. 3 GAL.MN. 'ANTHUS AFRICANUS LILY-OF-THE-NILE 8-10" 12-15" TO.C. 3GAL.MN. ES VEGATA WHITE AFRICAN IRIS 12-15"-1-2--15" 30"O.C. 3 GAL.MN. 'ERUS HORIZONTALIS'BLUE PACIFIC' BLUE PACIFIC JUNIPER 4-6" 12-15"-70—C. 3 GAL.MN. ANIACA.MARA LANTANA 15-18" 15-18"—FO—C. 3 GAL.MN. IPE'EVERGREEN GIANT EVERGREEN GIANT LIRIOPE 10-12" 12-15" 2'0.C.. 3 GAL.MN. LENBERGIACAPILLARIS PINK MUHLY GRASS 24-30" 12-15" 30"0.C. 3GAL.MN. F.L.S.DENOTES FIELD LOCATE SPECIMEN LP-1 "IMATELY 1,500 SO.FT.OF BURMUDA 419 SOD TO BE LAID WITHIN PROPERTY LINES. .IMATELY 3,100 SQ.FT.OF BED AREA FOR PINE STRAW MULCH. ,OVERAGE IS TO BE PROVIDED ON ALL SOD AND PLANTED AREAS. FILA COPY FAST PALATKA HOLLY EASTERN B-LC 0 30"O.C. 12-ZF @ 3'0 C IJV,F.L.S. O o7 o 7-LC 30"O.C. 5-RIF 3'O.C. 6ERMUDA::'; 13-VO @ 3'O.C. .:: ... 3-JV-F.L.S. FASHION AZALEA 8-RIF@3'O.C. 3-RIF @ 3'O.C. ^f•K 140EP,F.L.S. h ' w 3-DV @ 30-O.C. lC Jl � WALTER'S VIBURNUM 10-DV @ 30"O.C. 0 e K41— X00 G 10-VOW @ 3'O.C. 4-PT @ 3'O.C. - L ISP,F.L.S. I 1-MG,F.L.S. • t 9-RiRR 0 30"O.C. PAVER DRIVEWAY STYLE:OLDE TOWN PATTERN:RANDOM LANTANA COLOR:OAK RUN - _ 1-IOEP,F.L.S. 4-SR.F.L.S. r 22JHBP @ 18"O.C. QTY. KEY SC TREES I-OV,F.L.S. rr j rrjrirr r�rrr r 2 IOEP ILEX 14-MU@30"O.C. rrrrriljiiryj %iji!%ri '.`. BE�MUbA' • 4 JV JUNL rjrrirrrrrrrr rr rrrvr $OP". : c —3-SR,F.L.S. 1 MG MAGE r rrrr rirrirri rrrj!i��ir 1 OV QUEf 15-MU 30"O.C. SHRUBS 1 CA CRIN AT�AM�C 9 RIF RHO, RIRR RHO` BEACH DRIVE 7 SR SERE 8 PT PITT( 13 VO 'ABU' 10 VOW MBLI 12 1 ZF IZAMF GROUNDCOVER 8 1 AA JAGAr 13 1 DV DIE-, 22 1 JHBP JUNI: 15 LC LANT 25 LEG LIRIC 29 MU MUH NOTE: 1.THERE IS APPROh 2.THERE IS APPROY 3.100%IRRIGATION t FILE COPY 1`4� G 10.00, W Ln 5534' Alt - �� ° c Ci � - r b \ UI ry 4 .301 ATLANTIc AH LOT COVER-\66E: °✓it,,.. t� � 1 LOT 62 8 W 50 FT STRUCTURE COVERAGE 311b 5Q FT DRIVE, WALK t A/C PAD 1 30 $Q FT TOTAL IMPERMEABLE 4106 -50 FT <<�rs`-{ IMPEft 1ALE COVERAGE 5D.�590 rl+'t d GLENN LAYTON SCAsE KLAYE)O R t8ociatc&, inc, l"=20'-011 LOT 1162 DATE DRAWN EY ATLANTIC 5E CH RESIDENTIAL DESIGNERS COUNTRY CLUB ID/1GP2P14 J5F DUY,4L CO, F-L 1999 Wells Rood • Suite C • Oronge Park, FL 32073 JOB NO. PLAN NO. Tel : (904) 272---5339 14-1039 K1466 PIAT BOOK PG. BILE COPY 10.00' 10' S.RL. 85.34' A/C 0 0 c j C 5.10' I 5.1(o' i r l m 22.61' 12' 5.Iro' iA 30.15' � /} 40.30' rV(nq --Z FLARE 0%-k? - TO 18' ATt..,r.��rtTl �J LOT COVERAGE: � SjF,4,,,4 E) IR LOT 62 8090 5Q FT +✓ STRUCTURE COVERAGE 311h SQ FT DRIVE, WALK t A/C PAD 930 5Q FT TOTAL IMPERMEABLE 4106 SQ FT IMPERMEABLE COVERAGE 50.1551. GLENN L AYTON r SCALE KLAYBO� i��-20�-O�� LOT 1062�SSOCiateB. inc. DATE DRAWN gi, ATLANTiG BRAG{-I LESIDENTIAL DESIGNERS COUNTRY CLUB 10/16!2014 JBF DUYAL CO, FL 1999 Wells Road - Suite C • Orange Park, FL 32073 JOB NO. PLAN NO. Tel : (904) 272--5339 14-1CD39 IG14rofo PLAT B{30K PG. annv TREE & VEGETATION AFFIDAVIT City of Atlantic Beach Department of Community Development Planning&Zoning Division r' 800 Seminole Road Atlantic Beach, FL 32233 f J3 Jr (P) 904 247-5800 (F)904 247-5845 PERMIT# SECTION I -APPLICANT INFORMATION f7/owner(s) F_ Legal Authorized Agent* NAME OF APPLICANT J NAME OF COMPANY �J I In Vl 11IL4 fo Iq I'��J ADDRESS OF COMPANY�� �rn 1110 VJ A 101 _1VI����� WI Rto, PL. 3ZL-AI PHONE C p� �� -43&DCELL(J DA,211-251-7_ EMAIL J( V� � G CONTRACTOR CERTIFICATION NUMBER r r 031 0 2 ATLBCH BUSINESS TAX RECEIPT NUMBER SECTION II -SITE INFORMATION STREET ADDRESS OF PROPERTY Df, RMC Btbt& , -R, 3433 Ifon address has not been assigned to this propert)6 contact the AB Building Department at(904)247-5826 to request on address. LEGAL DESCRIPTION � I yUU_ �IV, �1-wh r OW(d ( -MQ LOT BLOCK SUBDIVISION g CC REAL ESTATE NUMBER I��SuCJ -I��CJ LOT OR PARCEL SIZE: nqo SQ FT 3 2 I 0 AC RESIDENTIAL ✓ COMMERCIAL OTHER(SPECIFY) I affirm that I have reviewed the provisions of Chapter 23, 'Protection of Trees and Native Vegetation" of the Municipal Code of Ordinances for the City of Atlantic Beach, FL and/or I have participated in a pre-application meeting with the Administrator of those regulations. Subsequently, I affirm that no regulated trees and no regulated vegetation will be damaged, destroyed and/or removed from the above-described or ocent properties in conjunction with this project. SIGNATURE OF OWNER SIGNATURE OF OWNER Signed and sworn before me on thiblt, day of !5' by State of _)U"6 LT } County of Identification verified: L _ Oath sworn: L Yes [—,I. No Notal Signature JILLIAN GIORDANO KLEIN REV-TVA-00.72 My Commission expires: NOTARY PUBLIC STATE OF FLORIDA Comm#EE828475 Expires ar2o�z�� NO trW 06 lut rl", P �fopy 10.00, 10' EB.fP-L. FF A/C C� 22.&T 15, B.PL. 30.16'. 12, 5.16, 40-30t =1 A== - FILF COPY MAP SHOWING SURVEY OF LOT 52 OF ATLANTIC BEACH COUNTRY CLUB, UNIT TWO AS RECORDED 1N PLAT BOOK 67, PAGES 132, 133, 134, 135, 136, & 137 OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA CERTIFIED TO: GLENN LAYTON HOMES, LLC, A FLORIDA LIMITED LIABILITY COMPANY ' GIBRALTAR TITLE SERVICES OLD REPUBLIC NATIONAL TITLE INSURANCE COMPANY ATLANTIC BEACH PARTNERS, LLC, A FLORIDA LIMITED LIABILITY COMPANY i ATLANTIC BEACH DRIVE (A VARIABLE WIDTH RIGHT OF WAY) D C2 CA=04'19'10" ' R=400.00'�� R=400.00 S PC L=22.99' L=30.16' Cl PRCCB=N2546'43"W 7.5' J.E.A.—E - - 7 CH=30.15' t C1 CA=05 46'32" R=400.00' } L=40.32' t _ E CB=N26:30'25"W CH=40.JO' IL9"ZZ of cr : LOT 61 i 3 sLOT 63 03 I FILE COPY tICC l e LUATION Most Widety Accepted and Trusted S SERVICE IMES Evaluation Report ESR 3375 Issued August 1, 2012 This report is subject to renewal August 1, 2013. www.icc-es.org 1 (800)423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION:07 00 00—THERMAL AND MOISTURE supplied in nominally 55-gallon (208 Q drums, labeled as PROTECTION "A" component or "B" component. The insulation Section:07 21 00—Thermal Insulation components have a shelf life of six months when stored in unopened containers at temperatures between 70°F REPORT HOLDER: (21°C)and 90°F(32°C). 3.2 Surface-burning Characteristics: SES FOAM 4008 LOUETTA ROAD,#538 At a maximum thickness of 4 inches (102 mm) and a SPRING,TEXAS 77388-4405 nominal density of 0.5 pcf(8 kg/m3), the insulation has a (713)239-0252 flame-spread index of 25 or less and a smoke-developed www.sesfoam.com index of 450 or less when tested in accordance with ASTM E84 Thicknesses of up to 11112 inches (292 mm) for wall EVALUATION SUBJECT: cavities and ceiling cavities are recognized based on room corner fire testing in accordance with NFPA 286, when SES FOAM 0.5 Ib SPRAY: SPRAY-APPLIED the insulation is covered with a minimum t/z-inch-thick POLYURETHANE FOAM PLASTIC INSULATION (12.7 mm) gypsum board installed in accordance with the applicable code. 1.0 EVALUATION SCOPE 3.3 Thermal Resistance(R-values): Compliance with the following codes: The insulation has thermal resistance(R-values)at a mean ■ 2012 and 2009 Intemational Building Code(IBC) temperature of 75°F(24°C)as shown in Table 1. ■ 2012 and 2009 International Residential Code®(IRC) 3.4 Air Permeability: ■ 2012 and 2009 International Energy Conservation The insulation, at a minimum thickness of 3 inches Code®(IECC) (76 mm), is considered air-impermeable in accordance ■ Other Codes(see Section 8.0) with IRC Section R202, based on testing in accordance with ASTM E283. Properties evaluated: ■ Surface-burning characteristics 4.0 INSTALLATION ■ Physical properties 4.1 General: ■ Thermal resistance(R-values) SES Foam 0.5 Ib spray insulation must be installed in accordance with the manufacturer's published installation ■ Attic and crawl space installation instructions and this report. A copy of the manufacturer's ■ Air permeability published installation instructions must be available at all 2.0 USES times on the jobsite during installation. SES Foam 0.5 Ib spray polyurethane foam plastic 4.2 Application: insulation is used as a nonstructural thermal insulating The insulation is spray-applied at the jobsite using a material in buildings of Type V-B(IBC)construction, and in volumetric positive displacement pump as identified in the dwellings built under the IRC. The insulation is for use in SES Foam 0.5 Ib spray application manual. The insulation wall cavities and floor/ceiling assemblies, and in attics and components must be stored at temperatures between 70°F crawl spaces when installed as described in Section 4.4. (21°C) and 90°F (32°C) for several days before Under the IRC, the insulation may be used as air- application. The insulation must not be used in areas that impermeable insulation when installed as described in have maximum in-service temperatures greater than 180°F Section 3.4. (82°C). The insulation must not be used in electrical outlet 3.0 DESCRIPTION or junction boxes or in contact with water (e.g., rain, condensation, ice, snow) or soil. The substrate must be 3.1 General: free of moisture, frost or ice, loose scales, rust, oil, grease SES Foam 0.5 Ib spray foam insulation is a two- or other surface contaminants. The insulation can be component, open cell, one-to-one-by-volume spray-applied installed in one pass to the maximum thickness. The polyurethane foam system with a nominal density of 0.5 spray-applied foam insulation must be protected from pcf (8 kg/m3). The insulation's liquid components are weather during and after installation. ICC-6S Evaluation Reports are not to he conslnred uv representing aesthetics or any other attributes not speciiicathy addresved,nor are rhe),it)be construed as an endorsement of the subject or the report or a recommendation for its use.There is no warranty by KX.'Evaluation Service,l,LC.express or implied,as to unv7indrng or other inner in this report,or as to any product covered by the report. Copyright®2012 Page 1 of 3 ESR-3375 I Most Widely Accepted and Trusted Page 2 of 3 4.3 Thermal Barrier: 5.0 CONDITIONS OF USE SES Foam 0.5 Ib spray insulation must be separated from The SES Foam 0.5 Ib spray polyurethane foam plastic the interior of the building by an approved thermal barrier insulation described in this report complies with, or is a Of 1/2-inch-thick (12.7 mm) gypsum wallboard or an suitable alternative to what is specified in, those codes equivalent 15-minute thermal barrier complying with, and listed in Section 1.0 of this report, subject to the following installed in accordance with, IBC Section 2603.4 or IRC conditions: Section R316.4, as applicable. Within an attic or crawl 5.1 The insulation must be installed in accordance with space, installation must be in accordance with Section 4.4. the manufacturer's published installation instructions, 4.4 Attics and Crawl Spaces: this evaluation report and the applicable code. If there are any conflicts between the manufacturer's 4.4.1 Application with a Prescriptive Ignition Barrier: published installation instructions and this report, this When SES Foam 0.5 Ib spray is installed within attics and report governs. crawl spaces, where entry is made only for service of utilities, an ignition barrier must be installed in accordance 5.2 The insulation must be separated from the interior of the with IBC Section 2603.4.1.6 or IRC Section R316.5.3 or building by an approved 15-minute thermal barrier, as R316.5.4, as applicable. The ignition barrier must be described in Section 4.3. Installation in an attic or consistent with the requirements for the type of crawl space must be as described in Section 4.4, construction required by the applicable code, and must be 5.3 The insulation must not exceed the thicknesses noted installed in a manner so that the foam plastic insulation is in Sections 3.2 and 4.4. not exposed. SES Foam 0.5 Ib spray insulation at a minimum thickness of 3 inches(76 mm)may be installed in 5.4 The insulation must be protected from exposure to the unvented attics in accordance with 2012 IRC Section weather during and after application. R806.5(2009 IRC Section R806.4), as applicable. 5.5 The insulation must be applied by contractors certified 4.4.2 A lication witbDut a Prescriptive Ignition by SES Foam. Barrier: here the spray-appriea ensu a ion is installed in 5.6 Use of the insulation in areas where the probability of accordance with this section (Section 4.4 2) or Section termite infestation is "very heavy" must be in 4.4.3,the following conditions apply: accordance with 2012 IBC Section 2603.9 (2009 IBC a) Entry to the attic or crawl space is to service utilities, Section 2503.8)or IRC Section R318.4, as applicable. and no storage is permitted. 5.7 Jobsite certification and labeling of the insulation must comply with IRC Sections N1101.4 and N1101.4.1 b) There are no interconnected attic or crawl space and IECC Sections R303.1.1 and 303.1.1.1, as areas. applicable. c) Air in the attic or crawl space is not circulated to other 5.8 SES Foam 0.5 Ib spray polyurethane foam plastic parts of the building. insulation is produced in St. Louis, Missouri, under a d) Attic ventilation is provided when required by IBC quality control program with inspections by Quality Section 1203.2 or IRC Section R806, except when air- Control Consultants, LLC(AA-727), impermeable insulation is permitted in unvented attics 6.0 EVIDENCE SUBMITTED in accordance with 2012 IRC Section R806.5 or 2009 6.1 Data in accordance with the ICC-ES Acceptance IRC Section R806.4. Under-floor (crawl space) Criteria for Spray-applied Foam Plastic Insulation ventilation is provided when required by IBC Section (AC377), dated June 2012, including reports of tests 1203.3 or IRC Section R408.1, as applicable. in accordance with Appendix X of AC377. e) Combustion air is provided in accordance with 6.2 Report of room corner fire testing in accordance with International Mechanical Code Section 701. NFPA 286. In attics, the insulation may be spray-applied to the 6.3 Report of air permeance testing in accordance with underside of roof sheathing or roof rafters, and/or vertical ASTM E283. surfaces, and in crawl spaces the insulation may be spray- 7.0 IDENTIFICATION applied to the underside of floors and/or vertical surfaces as described in this section. The thickness of the foam Components of the SES Foam 0.5 Ib spray polyurethane plastic applied to the underside of the top of the space foam plastic insulation are identified with the must not exceed 12 inches (305 mm). The thickness of the manufacturer's name (SES Foam) and address; the date foam plastic applied to vertical surfaces must not exceed of manufacture or the lot number; the product trade name 111/2 inches (292 mm). The foam plastic may be installed (SES Foam 0.5 Ib); the mixing instructions; the density;the without a covering or coating. The insulation may be flame-spread and smoke-developed indices; the name of installed in unvented attics in accordance with 2012 IRC the inspection agency (Quality Control Consultants), and Section R806.5 (2009 IRC Section R806.4). The ignition the evaluation report number(ESR-3375). barrier in accordance with IBC Section 2603.4.1.6 or IRC 8.0 OTHER CODES Section R316.5.3 may be omitted. In addition to the codes referenced in Section 1.0, the 4.4.3 Use on Attic Floors: SES Foam 0.5 Ib spray products in the report were evaluated for compliance with insulation may be installed exposed at a maximum the requirements of the following codes: thickness of 111/2 inches (292 mm) between joists in attic ■ 2006 International Building Code®(2006 IBC) floors. The ignition barrier in accordance with IBC Section E 2006 International Residential Code(2006 IBC) 2603.4.1 6 or IRC Section R316.5.3 may be omitted. The insulation must be separated from the interior of the ■ 2006 and 2003 International Energy Conservation building by an approved thermal barrier. Code®(2006 IECC) ESR-3375 I Most Widely Accepted and Trusted Page 3 of 3 The products comply with the above-mentioned codes as provided in accordance with Sections 701 and 703 of described in Sections 2.0 through 7.0 of this report, with the 2006 IECC. revisions as noted below: ■ Protection against Termites: See Section 5.6, except ■ Application with a Prescriptive Thermal Barrier: See use of the insulation in areas where the probability of Section 4.3, except the approved thermal barrier must termite infestation if"very heavy"must be in accordance be installed in accordance with Section R314.4 of the with Section R320.5 of the 2006 IRC. 2006 IRC. ■ Jobsite Certification and Labeling: See Section 5.7, ■ Application with a Prescriptive Ignition Barrier: See except jobsite certification and labeling must comply Section 4.4.1, except an ignition barrier must be with Sections 102.1.1 and 102.1.1.1, as applicable, of installed in accordance with Section R314.5.3 or the 2006 IECC. R314.5.4 of the 2006 IRC. ■ Application without a Prescriptive Ignition Barrier: See Section 4.4.2, except that combustion air is TABLE 1—THERMAL RESISTANCE(R-VALUES12) THICKNESS(inches) R-VALUE(°F•ft2 h/Btu) 1 4.0 2 7.6 3 11 3.5 13 4 15 5 19 6 22 7 26 g 30 9 33 10 37 11 41 12 44 For SI: 1 inch=25.4 mm,VF =0.176 110K•m2/W. 'R-values are calculated based on tested K values at 1-and 3.5-inch thicknesses. 2R-values greater than 10 are rounded to the nearest whole number. C� City of Atlantic Beach AW '-,• s. Building le Road meet (To be a 800 Seminole Road Atlantic Beach, Florida 32233-5445 Phone(904) 247-5826 Fax(904)247-584..5 r, E-mail- 7 building-dept@coab.us Date ro City web-site httpJ/www.coab.us APPLICATION REVIEW AND TRACKING FORM / Property Address: ffj� /��j'A C� �� review required Yes No uildin Applicant: nn anning &Zonin inistrator is Ut''ti Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt of Permit Verified By Date 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: Approve . S`G _ , Denied. (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed byj�e�✓4� /V Date: Zt/ l5 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: y/C/ Date: 7Z I 7hr Revised 07/27/90 City of Atlantic Beach Building ®apartment APPLICATION NUMBER 800 Seminole Road (To be assigned by the Building Department.) Atlantic Beach, Florida 32233-54 ' Phone(904)247-5826 Fax(9 4) -4 - E-mail: building-dept@coab.us City web-site: http://www.coab s 4 1 Date routed: APPLICATION 9 zp15 AND TRACKING FORM Property Address: Aell Ar De artment p review required Yes No Applicant: Building Planning &Zoning Project: Tree inistrator rn� P is Utilities Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt d Florida Dept. of Environmental Protection of Permit VerifieBy 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: (Circle one.) Comments: EnTApproved. []Denied. BUILDING PLANNING &ZONING Reviewed by: / TREE ADMIN. _ Date: S�'7 Second Review: Dgpproved 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 yv;y»ir,, City of Atlantic Beach i' Building Department ,. ` .'" APPLICATION NUMBER Rs� 800 Seminole Road ���� (To be assigned by the Building Department.) Atlantic Beach, Florida 32233-5445 Phone(904)247-5826 - Fax(904)247-5845 101 E-mail: building-dept@coab.us Date routed: City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: �Q/�-/Of(�, Department review required Yes No Building Applicant: Planning&Zoning Tree inistrator Project: } rn G P is Utilities v (� Public Safety Fire Services Review fee $ ,2� Dept Signature y__� 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: TREE ADMIN. Date: _312,11 Second Review: []Approved as revised. []Denied. P,eQC WORK Comments: P �L C LIT -ITIES 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 14ii CONSTRUCTION PERMIT WITHIN CITY RIGHTS OF WAY AND EASEMENTS 800 Seminole Road 904-247-5800 s3 � Atlantic Beach, Florida 32233-5445 Fax 904-247-5845 PLEASE SUBMIT(3)COMPLETE SETS OF PLANS WITH APPLICATION. Date 121101 2 0 Job Address I O I lX �UI I b r 1619(h �� M PERMIT# I/►y}�jC �p/11 I'l ISSUED BY THE CITY � �(/� I�I I aC Vl Permitee: U //�� rL &vv� rL. 32Telephone# M�233 ) -I� K -43ev �/ (` I Permittee Address: T O I M U u1 J- 02 "l , VORY, VtO UILY t" / 'n , ,� 32a�2 Requesting Permission to Construct: C IU-N Location: (Reference to Cross-Street) 1. Applicant declares that prior to filing this application he has ascertained the location of all existing utilities, both aerial and underground and the accurate locations are shown on the sketches. A Letter of Notification was mailed to the following Utilities/Municipalities: Jacksonville Electric Authority Yes ( ) No ( ) Date: Bell South Telephone Company Yes ( ) No ( ) Date: Ferrell Gas Yes ( ) No ( ) Date: Comcast Yes ( ) No ( ) Date: 2. Whenever necessary for the construction, repair, improvement, maintenance, safe and efficient operation, alteration or relocation of all, or any portion of said street or easement as determined by the Director of Public Works, any or all of said poles, wires, pipes, cables or other facilities and appurtenances authorized hereunder, shall be immediately removed from said street or easement or reset or relocated hereon as required by the Director of Public Works, and at the expense of the Permittee unless reimbursement is authorized. 3. All work shall meet City of Atlantic Beach or Florida Department of Transportation Standards and be performed under the supervision of - c,(4,r W. le e/; (Contractor's Project Superintendent) located at Lc> GZ 7c/4w77c— )3�>4cer Cc- Telephone#: CFVV -Z.,9 -ZS77 4. All materials and equipment shall be subject to inspection by the Director of Public Works or his designee. 5. All city property shall be restored to its original condition as far as practical, in keeping with city specifications and the manner satisfactory to the city. 6. A sketch of plans covering details of this installation, as well as, a copy of a recent survey shall be made a part of this permit. Calculations showing any increase in impervious area on owner's lot or in the city Right of Way are to be included with this application. 7. This permittee shall commence actual construction in good faith with G ` days. If the beginning date is more than 60 days from date of permit approval, then permittee must review the permit with the Director of Public Works to make sure no changes have occurred in the area that would affect the permitted construction. 8. It is understood and agreed that the rights and privileges herein set out are granted only to the extent of the City's right, title and interest in the land to be entered upon and used by the holder, and the Holder will, at all times, assume all risk of and indemnify, defend, and save harmless the City of Atlantic Beach from and against any and all loss, damage, and cost of expenses arising in any manner of the exercise or attempted exercises by the holder of the aforesaid rights and privileges. 9. The Director of Public Works shall be notified twenty-four (24) hours prior to starting work and again immediately upon completion. y JILLIANGIORDANOKLEIN NOTARY PUBLIC OWNER STATE OF FLORIDA Signed: Date: !2-iG—zc,( Comm#EE828475 Before me this day of in the County of Duval, Expires 8/20/2016 State Of Florida,has personally appeared /,-LCbVj 4- L41`gTv V Notary Public at Large,State of Flori a,County of Duval. Personally Known: My commission expires: 2��ZA I�G Produced Identification: R.O.W. Permit Attachment of for R.O.W. Permit# issued , 200_ Atlantic Beach, FL 32233 Owner's Name: 31 is I Mnl Va 1I(,y M.ft 10241 pon4f "d� bC�WVt, F1 9 2 A2 Property Address: 151 U A±1b fLc &&h Qnyc, aOt &ALY1, FL. 32133 Subdivision: f►►huyywV aUYt►YUC,IUb Lot#/Block#: U 2 R.E. #: REVOCABLE ENCROACHMENT PERMIT THIS REVOCABLE ENCROACHMENT PERMIT, issued on this o2V10- day of , 2005, by Atlantic Beach, Florida, a municipal corporation organized and existing under the Idws of the State of Florida, hereinafter referred to as "CITY" and ��-�,N 2 t4gtlM � 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: Alpin t4 sfYf;4& 9ik_ -SI&A Ll "' 41 �►1Q-rte 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: 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 1 of 2 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 insure 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 1 Q day of\f,+#JU#bL� 12046– By: 2046– By: Property Owner (to be signed in presence of the Notary) STATE OF FLORIDA COUNTY OF DUVAL On this J( y— day of 20W, personally appeared before me, a Notary Public in and for said County and State, r,pkp C L&Vla,'-� , the property owner of .(c A+W ", br , 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. JUM GKMN40 KLEIN NOTARY PUBLIC STATE OF FLORIDA Not Public in for said County and State Comm#EE828475 Expires 8/20/2016 CITY OF ATLANTIC BEACH, FLORIDA, a municipal corporation: Approved: RST-Gafper, Public Works Director DDu yl a S IF. L"flan For Permits where city sidewalk is impacted, City Manager approval required: Tim LL%uQa, City Manager WADn van Uece) Page 2 of 2 j CITY OF ATLANTIC BEACH OWNER / BUILDER AFFIDAVIT I. FLORIDA STATUTES; CHAPTER 489, FLORIDA STATUTES, PART 1 "CONSTRUCTION CONTRACTING" REQUIRES OWNER/BUILDER TO ACKNOWLEDGE THE LAW: DISCLOSURE STATEMENT FOR SECTION 489.103(7),FLORIDA STATUTES: STATE LAW REQUIRES CONSTRUCTION TO BE DONE BY LICENSED CONTRACTORS. YOU HAVE APPLIED FOR A PERMIT UNDER AN EXEMPTION TO THAT LAW. THE EXEMPTION ALLOWS YOU,AS THE OWNER OF YOUR PROPERTY,TO ACT AS YOUR OWN CONTRACTOR EVEN THOUGH YOU DO NOT HAVE A LICENSE. YOU MUST SUPERVISE THE CONSTRUCTION YOURSELF YOU MAY BUILD OR IMPROVE A ONE—OR TWO FAMILY RESIDENCE OR A FARM OUTBUILDING. YOU MAY ALSO BUILD OR IMPROVE A COMMERCIAL BUILDING AT A COST OF$25,000.00 OR LESS. THE BUILDING MUST BE FOR YOUR USE AND OCCUPANCY. IT MAY NOT BE BUILT FOR SALE OR LEASE. IF YOU SELL OR LEASE A BUILDING YOU HAVE BUILT YOURSELF WITHIN ONE YEAR AFTER THE CONSTRUCTION IS COMPLETE, THE LAW WILL PRESUME THAT YOU BUILT IT FOR SALE OR LEASE, WHICH IS IN VIOLATION OF THIS EXEMPTION. YOU MAY NOT HIRE AN UNLICENSED PERSON AS YOUR CONTRACTOR YOUR CONSTRUCTION MUST BE DONE ACCORDING TO THE BUILDING CODES AND ZONING REGULATIONS. IT IS YOUR RESPONSIBILITY TO MAKE SURE THAT PEOPLE EMPLOYED BY YOU HAVE LICENSES REQUIRED BY STATE LAW AND BY COUNTY OR MUNICIPAL LICENSING ORDINANCES. II. INJURY LIABILITY; SINCE OWNERS MAY BE LIABLE FOR INJURIES TO WORKERS THEY HIRE, THE BUILDING DEPARTMENT SUGGESTS WORKER'S COMPENSATION INSURANCE BE PURCHASED. III. IRS WITHHOLDING; OWNERS HIRING WORKERS BECOME EMPLOYERS AND SHOULD ALSO OBSERVE IRS WITHHOLDING TAX AND/OR FORM 1099 REQUIREMENTS ON THE WORKERS THEY EMPLOY ON THEIR IMPROVEMENT TRADES. IV. PENALTY; UNLICENSED CONTRACTORS CANNOT BE EMPLOYED UNDER ANY CIRCUMSTANCES. OWNERS BEING SUBJECT TO $5,000 PENALTY UNDER FLORIDA STATUTE NO. 455-228(1). AN"OCCUPATIONAL LICENSE" IS NOT ADEQUATE THE OWNER SHOULD PHYSICALLY SEE THE COUNTY "CERTIFICATE OF COMPETENCY" OR THE FLORIDA "CONTRACTORS CERTIFICATE" TO ASCERTAIN IF A PERSON IS A LICENSED CONTRACTOR. TELEPHONE THE BUILDING DEPARTMENT(247-5826) IF IN DOUBT. V.ACKNOWLEDGEMENT; I HEREBY ACKNOWLEDGE THAT I HAVE READ THE ABOVE DISCLOSURE STATEMENT AND THAT I COMPLY WITH ALL THE REQUIREMENTS FOR THE ISSUANCE OF AN OWNER-BUILDER PERMIT. ADDRESS 001� �I.. 3Zo�L& PHONE NUMBER U P T NAME SIGNATURE bATE Before me this day of Z-q 20L�in the county of Duval,State of Florida,has personally appeared herin by himself/herself and affirms that all statements and declarations are true and accurate. Notary Public at Large,State of F—L County of ,bI(0-t- IlA Personally Known ❑Produced Identification- n Notary Signature: F:/BLDG/Owner-Builder Affadavit;REVISED:4/162009 -10.00' FF 10' B.R.L. 5.16' COV PATIO 1320 SQ FT) m !n !n in 55.34' A/C A/C PAD r m (50 sQ Fr) 01 HOUSE (2008 50 FU O Cil SIDE ENTRY (49 SQ FT) ENTRY 5.16' (181 50 FT) 5.16' BREEZEWAY (74 50 FT) GARAGE r (544 50 FT) DRIVE/WALK N (880 SQ FT) 22.6.1' 12' 30.15' 40.30' FLARE TO IS' ------------------- LOT COVERAGE: 47'LAN I IC LOT 62 8090 50 FTC FIRST FLOOR OF HOUSE - 2008 COVERED PATIO - 320 SIDE ENTRY - 49 ENTRY - I81 BREEZEWAY - 14 GARAGE - 544 TOTAL STRUCTURE COVERAGE 3116 SQ FT DRIVE / WALK 880 SQ FT A/C PAD 50 SQ FT TOTAL IMPERVIOUS 410fo SQ FT I V IMPERVIOUS COVERAGE 50.715% GLENN L AYTON SCALE 13, t8ociatc8, =20'-011LOT #62K L A Y inc.It1C. DATE DRAWN BY ATLANTIC SEACH MSIDENTIAL DEIGNED eS COUNTRY GLUE 5/6/2015 J5F 1999 Wells Road - Suite C • Orange Park, FL 32073 DUVAL GO, FL JOB NO. PLAN N0. Tel : (904) 272- 5339 14-1039 K1466 PLAT BOOK PG. jk4 10.00, 1 w /\A x.16' v 85.34' � � . p` Ali - � 3 5.36' 3 } 22.61' � t�fUi'Yyj ,�� 4vyKA gym' 4w�s /( -p j / � §�: AG- � LOT COVERE: LOT 62 &!>W SQ FT STRUCTURE COVERAGE 3116 SQ FT DRIVE, WALK t AIC PAD 1330 SQ FT TOTAL IMPERMEABLE 4106 SQ FT AY 54 tMPERMEAaLE C 7vrzlRRAA3E 5fa,'t5`to b L'✓� GLENN L AYTON SCALE KLAYbOl� `a'mociatc8, inc. P=20'_0" LOT 0'62 DATE: DRAWN BY ATLANTIC BEACH R.ESIDENTIAI, DEvIG•NEP. S COUNTRY CLUa 1011612014 JI✓F DUVAL CO, FL 7999 ;Hells Read • Suite C • Orenge Perk, Far 32073 JOB NO. I PLAN NO. Tel : (904) 272-5339 14-1035 K1466 PIAT BOOK—PG.— 'A_A��s City of Atlantic Beach APPLICATION NUMBER Building Department Xj� (To be assigned by the Building Department.) 800 Seminole Road \ ZACKING Atlantic Beach, Florida 32233-545Phone(904)247-5826 Fax(9 4)2.47E-mail: building-dept@coab.us Date routed:City web-site: http://www.coab. APPLICATION REVIE FORM Property Address: & A za- ,�� RSaifety eview required Yes No Applicant: Ehn n tor Project: �(,� `� C Review fee $ Dept Signature Other Agency Review orPermit Required Review or ReceiptDate of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: DApproved. ❑Denied. (Circle one.) Comments: /� ,,.� BUILDING F E A /_ 1E 7:) PLANNING &ZONINGS i Reviewed by: Date. TREE ADMIN. Second Review: ❑Approved as revised. nied. 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 MAP SHOKlNG SURVEY OF LOT 62 OF ATLANTIC BEACH COUNTRY CLUB, UNIT TWO { AS RECORDED IN PLAT BOOK 67, PAGES 132, 133, 134, 135, 136, & 137 OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA CERTIFIED TO: GLENN LAYTON HOMES, LLC, A FLORIDA LIMITED LIABILITY COMPANY GIBRALTAR TITLE SERVICES NY OLD REPUBLIC NATIONAL TITLE INSURANCE COMPANY ATLANTIC BEACH PARTNERS, LLC, A FLORIDA LIMITED LIABILITY L TY COMPANY f A TLANTIC BEACH DRI VE s (A VARIABLE WIDTH RIGHT OF WAY) 6 O CC2 CA=0479'10" R=400.00' \ R=400.00' 4 PC L=22.99' ; C1 L=30. 16' ; 7.5' J.E.A.-E PRC 77 CB=N25 4643"W CH=30. 15' F CA=05 46'32" 'el R=400.00' L=40.32' - CB=N26 30'25"W f CH=40.30' o� UT LOT 61 F 0 t 0 'AI*- �l� LOT 63 5 N CID T w r,- CCity of Atlantic Beach Building Department � '�i I jbe PPLICATION NUMBER ,• ` 800 Seminole Road 9 p �ED (Tosigned by the Buildin De artment.)Atlantic Beach, Florida 32233-54 5 MAR 1 9Phone(904)247-5826 • Fax(90 )247-5845 ��17E-mail: building-dept@coab.us Duted: �a City web-site: http://www.coab.0 APPLICATION REVIEW AND TRACKING FORM Property Address: �j 41h�f review required Yes No uildin Applicant: �'hIl anning &Zonin Project: u . inistrator is Ut''ti Public Safety Fire Services Review fee $ l� Dept Signature( Other Agency Review or Permit Required Review or Receipt er Florida Dept. of Environmental Protection of Permit Vified 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: pproved. ❑Denied. (Circle one.) Comments: BUILDING d by: PLANNING &ZONING �/ TREE ADMIN. Reviewe Date: Second Review: Approved as revised. []Denied. IC U WOR S Comments4 : B ICLITIE 3��i?_ PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied. Comments: Reviewed by: Date: Revised 07/27/10 ZONING REVIEW COMMENTS s City of Atlantic Beach j y Building and Zoning Department 800 Seminole Road Atlantic Beach, Florida 32233-5445 Phone: (904) 270-1605 Fax: (904) 247-5845 Email: dreeves@coab.us Permit: 15-SFR-647 Applicant: Glen Layton Homes Review: 2nd Address: 3787 Palm Valley Rd, Ponte Vedra, FL 32082 Site Address: 1816 Atl Beach Dr Phone: (904) 758-4380 RE#: 169505-1605 Email: ashley@glennlaytonhomes.com Correction Comments 1. Height: Please show the overall height of the structure measured from grade. Lo oinv Derek W. Reeves Zoning Technician dreeves@coab.us 3 -j' ''`'rJ� ZONING REVIEW COMMENTS i� City of Atlantic Beach Building and Zoning Department v 800 Seminole Road Atlantic Beach,Florida 32233-5445 Phone: (904) 270-1605 Fax: (904) 247-5845 Email: dreeves@coab.us Permit: 15-SFR-647 Applicant: Glen Layton Homes Review: 1st Address: 3787 Palm Valley Rd,Ponte Vedra, FL 32082 Site Address: 1816 Ad Beach Dr Phone: (904) 758-4380 RE#: 169505-1605 Email: ashley@glennlaytonhomes.com Correction Comments 1. Tree Plantings: Please provide a landscape plan or site plan showing all trees to be planted including their diameter, type and location. Minimum requirements are 1 four inch tree per every 2,500 square feet of lot area. 2. Height: Please show the overall height of the structure measured from grade. Derek W. Reeves Zoning Technician dreeves@coab.us ZONING REVIEW COMMENTS City of Atlantic Beach Building and Zoning Department 800 Seminole Road Atlantic Beach,Florida 32233-5445 -'" Phone: (904)270-1605 Fax: (904)247-5845 Email dreeves(�coab.us PP Permit: 15-SFR-647 Applicant: Glen Layton Homes Review: I st Address: 3787 Palm Valley Rd, Ponte Vedra,FL 32082 Site Address: 1816 Atl Beach Dr Phone: (904) 758-4380 RE#• 169505-1605 Email: ashley a)glennlaytonhomes.com Correction Comments 1. Tree Plantings: Please provide a landscape plan or site plan showing all trees e t eevery bplanted 2 500 lu inare their diameter, type and location. Minimum requirements are 1 fou p feet of lot area. ight of the structure measured from grade. 2. Height: Please show the overall he Derek W. Reeves "Zoning Technician dreevesa coab.us Qu. x4 w I rah Oil !r p`0 �. i l schip a esP � of north florida � g Q � �r ism c RED CEDAR SOUTHERN MAGNOLIA LIVE OAK CABBAGE PALM RED CRINUM LILY m RED RUFFLE AZALEA SAW PALMETTO GREEN PITTOSPORUM SWEET VIBURNUM M k � O 'l O �Nf 1 COONTIE PALM LILY OF THE NILE WHITE AFRICAN IRIS BLUE PACIFIC JUNIPER EVERGREEN GIANT LIRIOPE PIMK MUHLY GRASS Q Lu Q 0 w� PLANT SCHEDULE J a' CIENTIFIC NAME COMMON NAME HT SPR SPA REMARKS ui d o LL d QQa EX OPACA'EAST PALATKA' EAST PALATKA HOLLY 8-10' S-6' F.L.S. 2.5"CAL.MN. Q m m 'NIPERUS VIRGINIANA EASTERN RED CEDAR 56' 3-4' F.L.S. 30 GAL.MN. U U U �GNOLIA GRAN DIFLORA SOUTHERN MAGNOLIA 10-12' 6-8' F.L.S. 4-CAL.MIN. U) Q Z Z JERCUS MRGINIPNA g LIVE OAK 12.15' 6-8' F.L.S. 4"CAL.MIN Q F'— O BAL PALMETTO CABBAGE PALM 12 C.T. 6-8' F.L.S. 10"CPL.MN. Z Q¢U Q Q 21NUM ASIATICUM CRINUMLILY K24-30- 24-30' FL.S. 15 GAL.MNAODODENDRON INDICA'FASHION' FASHION AZALEA 15-18' 3'O.C. 3 GAL.MN. 10DODENDRON INDICA'RED RUFFLE' RED RUFFLE AZALEA 15-18' 30"OC. 3 GAL.MN:RENOAREPENS SAWPALMETTO 24-30" FLS. 7 GAL.MN. TTOSPORUMTOBIRA GREEN PITTOSPORUM 15-18" TO.C. 3 GAL.MN3URNUM ODORATISSIMUM SWEETVIBURNUM 15-18" 3'O.C. 3 GAL.MN. 3URNUMOBOVATUM WALTER'S VIBURNUM 15-18" TOC. 3GAL.MN. MAFLORIDANA COONTIE PALM 1B-24 24-30" 3'0,C, 13 GAL.MN. ;APANTHUS AFRICANUS LILY-OF-THE-NILE 8-10" 12-15' 2'O.C. 3 GAL.MN. ETES VEGATA WHITE AFRICAN IRIS 12-15" 12-15" 30"0.C. 3 GAL.MN. '.NIPERUS HORIZONTAL IS'BLU E PACIFIC' BLUE PACIFIC JUNIPER 4-6" 12-15" 2'O.C. 3 GAL.MN. WTANACAAMRA LANTANA 15-18' 15-18" 2'0.C. 3GAL.MN. RIOPE'EVERGREEN GIANT EVERGREEN GIANT LIRIOPE 10-12" 12-15" 2'0 C. 3 GAL.MN. IHLENBERGIA CAPILLARIS PINK MUHLY GRASS 24-30" 12-15' 30"OC 3 GAL.MN, F.L.S.DENOTES FIELD LOCATE SPECIMEN LP-1 IOXIMATELY 1,500 SQ.FT.OF BURMUDA 419 SOD TO BE LAID WITHIN PROPERTY LINES. 20XIMATELY 3,100 SQ.FT.OF BED AREA FOR PINE STRAW MULCH. ON COVERAGE IS TO BE PROVIDED ON ALL SOD AND PLANTED AREAS. 4 EAST PALATKA HOLLY EASTER 8-LC 0 30"O-C. 12-ZF C 3'O.C. _ - 0C�} -O Uo�o� 1,N,F.L.S. 0 0 0 7-1-C 30"Q.C. BERMUDA 5-RIF Q 3'O.C. I SOb 13-VO T O.C. FASHION AZALEA 3,N-F.L.S. I � I 8-RIF 3'O.C. [ —3-RIF 3'O.C. - -- 3-DV @ 30"O.C. 140EP,F.L.S. o o O O WALTER'S VIBURNUM 10-DV 0 30"O.C. � e Q � �v✓�}0 O 1 avow 3'O.C. 4-PT 3'O.C. 1-SP,F.L.S. 1-MG,F.L.S. 9-RIRR @ W'O.C. i I .yam•``#,.�•-„:.4,.,,-,r PAVER DRIVEWAY STYLE:OLDE TOWN I .. LANTANA PATTERN:RANDOM 1-IOEP,F.L.S. COLOR:OAK RUN 22JHBP 18”O.C. QTY. KEY 4-SR,F.L.S. EES 2 IOEP I 1-QV,F.L.S. j//� %ji�/ 4 JV BERMUDA ii 3-SR,F.L.S. 1 MG I 14-MU C 30"O.C. �i�//i�%i/ %i �i/ 1 QV 4 SP HRUBS 15-MU 30"O.C. 1 CA 21 RIF 9 RIRR ATLANTIC BEACH DRIVE 7 SR 8WvO 1310 12 ZF OUNDCOVE 9 AA 13 DV 22 JHBP 15 LC 25 LEG 29 MU NOTE: 1.THERE IS Al 2.THERE IS A 3.100%IRRIG