Press Alt + R to read the document text or Alt + P to download or print.

No preview available

The URL can be used to link to this page

Home My WebLink AboutRevisions; Front Elevation Site PlansOFFICE USE ONLY: j DATE FILED: REVISION FEE: ME G®PY PERMIT # 1 r 6) U RECEIPT # PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982.5652 . (772) 462.1553 APPLICATION FOR BUILDING PERMIT REVISIONS PROJECT INFORMATION LOCATION/SITE ADDRESS: � 0 RECEIVED MAR 0 9.2010 Permitting Department St. Lucle Count, DETAILED DESCRIPTION OF PROJECT REVISIONS: rv� CONTRACTOR INFORMATION: STATE of FL REG:/CERT. #: 2 cy BUSINESS NAME: (,ruwcD �G C`at� QUALIFIERS NAME: r, c4to ADDRESS: /o 3y 2 S 1: s c� U CITY: PSL STATE: PHONE (DAYTIME): 72 OWNER/BUILDER INFORMATION: NAME: C a., a! ADDRESS: I2V6 -•u ;'i lf•%�� CITY: S PHONE (DAYTIME: ARCHITECT/ENGINEER INFORMATION: NAME: 5." LJ- -9( 'I Ke ATE: ADDRESS: 72�5 67aA st /I.C°ie CITY: STATE: _ PHONE (DAYTIME)•: Z SLCCC: 9123109 Revised 06130117 ST. LUCIE CO CERT. #: ZIP: FAX: ZIP: El � . rti EsJ "• h y I3 -gj _ I � �^ R. � C , r -T FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING . ON.STRUCTION Florida Department of Business and Professional Regulation - Residential Perfor a %od Project Name: ALMORE RESIDENCE Builder Name: TC CUSTOM HOM S Street: 20025 SOUTHERN STAR DRIVE Permit Office: ST LUCIE COUN ST. Lucie County, City, State, Zip: FORT PIERCE, FL, Permit Number: Permitting Owner: Jurisdiction: Design Location: FL, Fort Pierce County: St. Lucie (Florida Climate Zone 2 ) 1. New construction or existing New (From Plans) 9. Wall Types (5160.0 sgft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Ext Insul, Exterior R=4.1 4920.00 ft2 b. Frame - Wood, Adjacent R=11.0 240.00 ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 10 d. N/A R= ft2 t5.t;ls this a worst case? No 10. Ceiling Types (5897.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 5897.00 ft2 6. Conditioned floor area above grade (ft2) 5941 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows (652.0 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: Garage 6 200 a. U-Factor: Dbl, U=0.32 384.00 ft2 b. Sup: Attic, Ret: Attic, AH: UNIT 2 6 140 SHGC: SHGC=0.19 c. Sup: Attic, Ret: Attic, AH: UNIT 3 6 140 b. U-Factor: Dbl, U=0.32 250.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.22 a. Central Unit 46.5 SEER:16.00 b. Central Unit 29.0 SEER:16.00 c. U-Factor: Dbl, U=0.28 18.00 ft2 c. Central Unit 29.0 SEER:16.00 SHGC: SHGC=0.21 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Strip Heat 34.0 COP:1.00 SHGC: b. Electric Strip Heat 27.0 COP:1.00 Area Weighted Average Overhang Depth: 1.500 ft. c. Electric Strip Heat 27.0 COP:1.00 Area Weighted Average SHGC: 0.202 14. Hot water systems a. Electric Cap: 150 gallons 8. Floor Types (5941.0 sqft.) Insulation Area EF: 0.980 a. Slab -On -Grade Edge Insulation R=0.0 5941.00 ft2 b. Conservation features b. N/A R= ft2 None c. N/A R= ft2 15. Credits None Glass/Floor Area: `0.110 Total Proposed Modified Loads: 168.86 PASS Total Baseline Loads: 181.03 I hereby certify that the plans and specifications covered by Review of the plans and this calculation are in compliance w' h the Florida Energy specifications covered by this Code 0 calculation indicates compliance with the Florida Energy Code. PREPA Y- Before construction is completed DATE: LT this building will be inspected for a compliance with Section U3.,9. � I hereby certify that this building, as design is in mpliance Florida Statutes. with the Florida Energy Code. OWNER/AGENT• BUILDING OFFICl 1 DATE: DATE: •' 'r 4 - Compliance requires certification by the air handler unit manufacturer that the a - h t n x s I e1j certified factory -sealed in accordance with R403.2.2.1. - Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and starting July 1, 2017 ALL PROJECTS require an envelope leakage test report with envelope leakage no greater than 7 ACH50 (R402.4.1.2). 4/6/2018 12:26 PM copy EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant SoRa, BY:_ FORM-iU05-2014 PROJECT Title: ALMORE RESIDENCE Bedrooms: 10 Address Type: Street Address Building Type: User Conditioned Area: 5941 Lot # Owner Name: Total Stories: 1 Block/SubDhAsion: # of Units: 1 Worst Case: No PlatBook: Builder Name: TC CUSTOM HOMES Rotate Angle: 0 Street: 20025 SOUTHERN STA Permit Office: ST LUCIE COUNTY Cross Ventilation: County: St. Lucie Jurisdiction: Whole House Fan: City, State, Zip: FORT PIERCE, Family Type: Single-family FL, New/Existing: New (From Plans) Comment: CLIMATE v Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Fort Pierce FL_VERO_BEACH_MUNI 39 90 70 75 299 62 Low BLOCKS Number Name Area Volume 1 Block1 2794 27940 2 Block2 1517 15170 3 Block3 1630 16300 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 UNIT 1 2794 27940 Yes 0 4 1 Yes Yes Yes 2 UNIT 2 1517 15170 Yes 0 3 1 Yes Yes Yes 3 UNIT 3 1630 16300 Yes 0 3 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulation UNIT 1 147 ft 0 2794 ft2 __-- 1 0 0 2 Slab -On -Grade Edge Insulation UNIT 2 113 ft 0 1517 ft2 ____ 1 0 0 3 Slab -On -Grade Edge Insulation UNIT 3 123 ft 0 1630 ft2 1 0 0 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Hip Composition shingles 6435 ft2 0 ft2 Medium 0.2 No 0.9 No 0 22.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 150 5941 ft2 N N 4/6/2018 12:26 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM t•<405-2014 CEILING # Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type ' 1 Under Attic (Vented) UNIT 1 30 Blown 2750 ft2 0.11 Wood 2 Under Attic (Vented) UNIT 2 30 Blown 1517 ft2 0.11 Wood 3 Under Attic (Vented) UNIT 3 30 Blown 1630 ft2 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Space 1 NW Exterior Concrete Block - Ext Insul UNIT 1 4.09999 31 10 310.0 ft2 0 0 0.2 0 2 NE Exterior Concrete Block - Ext Insul UNIT 1 4.09999 46 10 460.0 ft2 0 0 0.2 0 3 SE Exterior Concrete Block- Ext Insul UNIT 1 4.09999 39 10 390.0 ft2 0 0 0.2 0 4 SW c Exterior Concrete Block - Ext Insul UNIT 1 4.09999 51 10 510.0 ft2 0 0 0.2 0 5 NW Exterior Concrete Block - Ext Insul UNIT 2 4.09999 54 10 540.0 ft2 0 0 0.2 0 6 NE Exterior Concrete Block - Ext Insul UNIT 2 4.09999 26 10 260.0 ft2 0 0 0.2 0 7 SE Exterior Concrete Block - Ext Insul UNIT 2 4.09999 45 10 450.0 ft2 0 0 0.2 0 8 SW Exterior Concrete Block - Ext Insul UNIT 2 4.09999 26 10 260.0 ft2 0 0 0.2 0 9 NW Exterior Concrete Block - Ext Insul UNIT 3 4.09999 65 10 650.0 ft2 0 0 0.2 0 10 NE Exterior Concrete Block - Ext Insul UNIT 3 4.09999 33 10 330.0 ft2 0 0 0.2 0 11 SE Exterior Concrete Block- Ext Insul UNIT 3 4.09999 43 10 430.0 1`1:2 0 0 0.2 0 12 SW Exterior Concrete Block - Ext Insul UNIT 3 4.09999 33 10 330.0 ft2 0 0 0.2 0 _ 13 NE Garage Frame - Wood UNIT 1 11 1 10 10.0 ft2 0 0 0.2 0 14 SE Garage Frame - Wood UNIT 1 11 23 10 230.0 ft2 0 0 0.2 0 DOORS # Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 NE Insulated UNIT 2 None .27 3 6 8 20 ft2 2 SW Insulated UNIT 3 None .27 3 6 8 20 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 NE 2 Vinyl Low-E Double Yes 0.32 0.22 60.0 ft2 1 ft 6 in 1 ft 4 in Drapes/blinds Exterior 5 2 SE 3 Vinyl Low-E Double Yes 0.32 0.22 30.0 ft2 1 ft 6 in 1 ft 4 in Drapes/blinds Exterior 5 3 SE 3 Vinyl Low-E Double Yes 0.32 0.19 24.0 ft2 1 ft 6 in 1 ft 4 in Drapes/blinds Exterior 5 4 SE, 3 Vinyl Low-E Double Yes 0.32 0.19 48.0 ft2 1 ft 6 in 1 ft 4 in Drapes/blinds Exterior 5 5 SW 4 Vinyl Low-E Double Yes 0.32 0.22 40.0 ft2 1 ft 6 in 1 ft 4 in Drapes/blinds Exterior 5 6 SW 4 Vinyl Low-E Double Yes 0.28 0.21 6.0 ft2 1 ft 6 in 1 ft 4 in Drapes/blinds Exterior 5 7 NW 5 Vinyl Low-E Double Yes 0.32 0.19 60.0 ft2 1 ft 6 in 1 ft 4 in Drapes/blinds Exterior 5 .8 NW 5 Vinyl Low-E Double Yes 0.32 0.19 48.0 ft2 1 ft 6 in 1 ft 4 in Drapes/blinds Exterior 5 9 NE 6 Vinyl Low-E Double Yes 0.32 0.22 20.0 ft2 1 ft 6 in 1 ft 4 in Drapes/blinds Exterior 5 10 SE 7 Vinyl Low-E Double Yes 0.32 0:22 30.0 ft2 1 ft 6 in 1 ft 4 in Drapes/blinds Exterior 5 11 SE • 7 Vinyl Low-E Double Yes 0.32 0.19 20.0 ft2 1 ft 6 in 1 ft 4 in Drapes/blinds Exterior 5 12 SW 8 Vinyl Low-E Double Yes 0.28 0.21 6.0 ft2 1 ft 6 in 1 ft 4 in Drapes/blinds Exterior 5 . 13 NW 9 Vinyl Low-E Double Yes 0.32 0.19 60.0 ft2 1 ft 6 in 1 ft 4 in Drapes/blinds Exterior 5 4/6/2018;12:26 PM , EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 JEORIA IR'405-2014 Orientation shown is the entered, Proposed orientation. / V # Omt Wall ID Frame Panes NFRC U-Factor SHGC Area Overhang Depth Separation Int Shade Screening ,14 NW 9 Vinyl Low-E Double Yes 0.32 0.19 48.0 ft2 1 ft 6 in 1 ft 4 in Drapes/blinds Exterior 5 15 NE 10 Vinyl Low-E Double Yes 0.32 0.19 20.0 ft2 1 ft 6 in 1 ft 4 in Drapes/blinds Exterior 5 16 NE .10 Vinyl Low-E Double Yes 0.28 0.21 6.0 ft2 1 ft 6 in 1 ft 4 in Drapes/blinds Exterior 5 17 SE 11 Vinyl Low-E Double Yes 0.32 0.22 30.0 ft2 1 ft 6 in 1 ft 4 in Drapes/blinds Exterior 5 18 SW 12 Vinyl Low-E Double Yes 0.32 0.19 20.0 ft2 1 ft 6 in 1 ft 4 in Drapes/blinds Exterior 5 19 SE 3 Vinyl Low-E Double Yes 0.32 0.19 16.0 ft2 1 ft 6 in 1 ft 4 in Drapes/blinds Exterior 5 20 NE 6 Vinyl Low-E Double Yes 0.32 0.19 20.0 ft2 1 ft 6 in 1 ft 4 in Drapes/blinds Exterior 5 21 SE 7 Vinyl Low-E Double Yes 0.32 0.22 20.0 ft2 1 ft 6 in 1 ft 4 in Drapes/blinds Exterior 5 22 SE ,.l l Vinyl Low-E Double Yes 0.32 0.22 20.0 ft2 1 ft 6 in 1 ft 4 in Drapes/blinds Exterior 5 # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 483 ft2 483 ft2 24 ft loft 11 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000445 6931.2 380.51 715.61 .3247 7 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 2 3 Electric Strip Heat Electric Strip Heat Electric Strip Heat None None None COP:1 34 kBtu/hr COPA 27 kBtu/hr COP:1 27 kBtu/hr 1 2 3 sys#1 sys#2 sys#3 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 2 3 Central Unit Central Unit Central Unit None None None SEER: 16 46.5 kBtu/hr 1395 cfm SEER: 16 29 kBtu/hr 870 cfm SEER: 16 29 kBtu/hr 870 cfm 0.8 0.8 0.8 1 2 3 sys#1 sys#2 sys#3 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.98 150 gal 130 gal 120 deg None 4/6/2018 12:26 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 I✓r)Qff7t 1i2AnF_gn1A 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 # V # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 200 ft2 Attic 20 ft2 Default Leakage Garage (Default) c(Default) c 1 1 2 Attic 6 140 ft2 Attic 14 ft2 Default Leakage UNIT 2 (Default) c(Default) c 2 2 3 Attic 6 140 ft2 Attic 14 ft2 Default Leakage UNIT 3 (Default) c(Default) c 3 3 TEMPERATURES Programable Thermostat: N Ceiling Fans: Cooling Jan t Jan Feb Feb H � Mar Mar Apr May Jun Jul Jun Jul Aug Sep Oct Oct Sep €X Nov Nov € Dec Dec Venting [ Jan Feb Mar Apr May Jun Aug Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (W D) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Cooling (W EH) 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 (W D) AM 68 68 68 68 68 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 68 68 Heating (WEH) AM 68 68 68 68 68 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 68 68 4/6/2019 12:26 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: ALMORE RESIDENCE Builder Name: TC CUSTOM HOMES Street: 20025 SOUTHERN STAR DRIVE Permit Office: ST LUCIE COUNTY City, State, Zip: FORT PIERCE, FL, Permit Number: Owner: Jurisdiction: Design Location: FL, Fort Pierce COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous airbarrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and Rim -joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone' box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 4/6/2018 12:27 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 -' FOMv1 R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 93 The lower the EnergyPerformance Index, the more efficient the home. 20025 SOUTHERN STAR DRIVE, FORT PIERCE, FL, 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Ext Insul, Exterior R=4.1 4920.00 ft2 b. Frame - Wood, Adjacent R=11.0 240.00 ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 10 d. N/A R= ft2 10. Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 5897.00 ft2 6. Conditioned floor area (ft2) 5941 b. N/A R= ft2 7. Windows** Description Area c. R= ft2 a. U-Factor: Dbl, U=0.32 384.00 ft2 11. Ducts a. Sup: Attic, Ret: Attic, AH: Garage R ft2 6 200 SHGC: SHGC=0.19 b. Sup: Attic, Ret: Attic, AH: UNIT 2 6 140 b. U-Factor: Dbl, U=0.32 250.00 ft2 c. Sup: Attic, Ret: Attic, AH: UNIT 3 6 140 SHGC: SHGC=0.22 12. Cooling systems kBtu/hr Efficiency c. U-Factor: Dbl, U=0.28 18.00 ft2 a. Central Unit 46.5 SEER:16.00 SHGC: SHGC=0.21 b. Central Unit 29.0 SEER:16.00 d. U-Factor: N/A ft2 c. Central Unit 29.0 SEER:16.00 13. Heating systems kBtu/hr Efficiency SHGC: a. Electric Strip Heat .0 COP:1.00 Area Weighted Average Overhang Depth: 1.500 ft. b. Electric Strip Heat 27.0 COP:1.00 27 Area Weighted Average SHGC: 0.202 c. Electric Strip Heat 27.0 COP:1.00 8. Floor Types Insulation Area 14. Hot water systems a. Slab -On -Grade Edge Insulation R=0.0 5941.00 ft2 a. Electric Cap: 150 gallons EF: 0.98 b. N/A R= ft2 c. N/A R= ft2 b. Conservation features None 15. Credits None I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features whic ill be installed (or exceeded) in this home before final inspection. Otherwise, a new Display Card will be completed based on installed Code compli'/// features// Builder Signature: G`! /� `i/% Date: zF/JJI Address of New Home: City/FL Zip: *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. Email EnergyGauge tech support at techsupport@energygauge.com 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 Corrimission's support staff. **Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT 4/6/2018 12:27 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 r •, - wrightsoft, l Project Summary UNIT 1 QUICK CALCS, INC., 317 ST LUCIE LANE, FORT PIERCE, FL 34946 Phone: 772466-6799 Fax 772-466-6796 Email: QUICKCALCS@AOL.COM --Project Information Job: Date: APRIL 6, 2018 By: ALMORE For: 20025 SOUTHERN STAR DRIVE, FORT P ERCE, t / Notes: A P R 2 013 ST. Lucie County, Permitting Weather: Fort Pierce, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 90 OF Inside db 70 OF Inside db 75 OF .Design TD 28 OF Design TD 15 OF Daily range M Relative humidity 50 % Moisture difference 61 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 26959 Btuh Structure 24385 Btuh Ducts 8748 Btuh Ducts 10607 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 35707 Btuh Use manufacturer's data n Rate/swing multiplier 0.95 Infiltration Equipment sensible load 33243 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 4262 Btuh Ducts 3530 Btuh Heating Cooling Central vent 0 cfm) 0 Btuh Area (ft2) 2794 2794 Equipment latent load 7791 Btuh Volume (ft3) 25140 25140 Air changes/hour 0.22 0.12 Equipment total load 41034 Btuh Equiv. AVF (cfm) 92 49 Req. total capacity at 0.70 SHR 4.0 ton Heating Equipment Summary Cooling Equipment Summary Make Make Rhee ` Trade Trade RHE Model Cond RA1 1 B AHRI ref Coil RH1 8 AH R I ref 8080 Efficiency 100 EFF Efficiency 0 E S . Heating input 7.8 kW Sensible cooling 5 -Heating output 26600 Btuh Latent cooling Temperature rise 16 °F Total cooling 0'JONActual air flow 1550 cfm Actual air flow 0 Air flow factor 0.043 cfm/Btuh Air flow factor 0.044 cfm/Btuh Static pressure 1.00 in H2O Static pressure 1.00 in H2O Space thermostat Load sensible heat ratio 0.82 ECEIVE Calculations approved byACCA to meet all requirements of Manua E . 2��$ -�+ wrightsoft• 20%*a3D Right -Suite® Universal 2017 14CCA 17.0.06 RSU08101 EADocumnets\Wrightsoft HVACIALMORE RESIDENCE.rup Cale = MJS,IrroontDoor faces: SE 'Jl�j�'1GA Copy BY: t Ir - ii I A -�- wrightsoft Project Summary UNIT 2 QUICK CALCS, INC.: 317 ST LUCIE LANE, FORT PIERCE, FL 34946 Phone: 772-466-6799 Fax 772.466-6796 Email: QUICKCALCS@AOL.COM Project• • For: ALMORE RESIDENCE, TC CUSTOM HOMES 20025 SOUTHERN STAR DRIVE, FORT PIERCE, FL Notes: Job: Date: APRIL 6, 2018 By: Weather: Fort Pierce, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 90 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 15 OF Daily range M Relative humidity 50 % Moisture difference 61 gr/lb Heating Summary Structure 22179 Btuh Ducts 4244 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 26423 Btuh Infiltration Method Simplified Construction quality Average Fireplaces 0 Heatingg Coolingg� Area (ft2) 1517 1517 Volume (ft') 14951 14951 Air changes/hour 0.33 0.18 Equiv. AVF (cfm) 83 44 Heating Equipment Summary Make Trade Model AHRI ref Efficiency Heating'input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 100 EFF 7.3 kW 25022 BFuh 967 cfm 0.037 cfm/Btuh 1.00 in H2O Sensible Cooling Equipment Load Sizing Structure 16356 Btuh Ducts 5988 Btuh Central vent (0 cfm) 0 Btuh Blower 0 Btuh Use manufacturer's data Rate/swing multiplier n 0.95 Equipment sensible load 21227 Btuh Latent Cooling Equipment Load Sizing Structure 3055 Btuh Ducts 1609 Btuh Central vent (0 cfm) 0 Btuh Equipment latent load 4664 Btuh Equipment total load 25891 Btuh Req. total capacity at 0.70 S H R 2.5 ton Cooling Equipment Summary Make Rheem Trade RHEEM Cond RA1630AJlNA Coil RH1T3617STANJA AHRI ref 7941343 Efficiency 13.0 EER, 16 SEER Sensible cooling 20300 Btuh Latent cooling 8700 Btuh Total cooling 29000 Btuh Actual air flow 967 cfm Air flow factor 0.043 cfm/Btuh Static pressure 1.00 in H2O Load sensible heat ratio 0.83 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrightsoft® 2018-Apr-0613:05:29 _ Right -Suite® Universal 2017 17.0.08 RSU08101 Page 2 14CC'k E:1Documnets%Wrightsoft WAC%ALMORE RESIDENCE.rup Calc = MJ8 Front Door faces: SE wrightsoft" Project Summary UNIT 3 QUICK CALCS, INC. 317 ST LUCIE LANE, FORT PIERCE, FL 34946 Phone: 772-466-6799 Fax 772-466-6796 Email: QUICKCALCS@AOL.COM For: ALMORE RESIDENCE, TC CUSTOM HOMES 20025 SOUTHERN STAR DRIVE, FORT PIERCE, FL Notes: Desiqn Information Weather: Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Fort Pierce, FL, US Structure 20807 Btuh Ducts 4196 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 25003 Btuh Infiltration Method Simplified Construction quality Average Fireplaces 0 Heating Cooling Area (ft2) 1630 1630 Volume (ft3) 14410 14410 Air changes/hour 0.33 0.18 Equiv. AVF (cfm) 79 43 Heating Equipment Summary Make Trade Model AHRI ref Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 100 EFF 7.5 kW 25624 O BFuh 967 cfm 0.039 cfm/Btuh 1.00 in H2O Job: Date: APRIL 6, 2018 By: Summer Design Conditions Outside db 90 OF Inside db 75 OF Design TD 15 OF Daily range M Relative humidity 50 % Moisture difference 61 gr/lb Sensible Cooling Equipment Load Sizing Structure 17517 Btuh Ducts 4765 Btuh Central vent (0 cfm) 0 Btuh Blower 0 Btuh Use manufacturer's data n Rate/swing multiplier 0.95 Equipment sensible load 21168 Btuh Latent Cooling Equipment Load Sizing Structure 2876 Btuh Ducts 1593 Btuh Central vent 0 cfm) 0 Btuh Equipment latent load 4469 Btuh Equipment total load 25637 Btuh Req. total capacity at 0.70 SHR 2.5 ton Cooling Equipment Summary Make Rheem Trade RHEEM Cond RA1630AJ 1 NA Coil RH1T3617STANJA AH RI ref 7941343 Efficiency 13.0 EER, 16 SEER Sensible cooling 20300 Btuh Latent cooling 8700 Btuh Total cooling 29000 Btuh Actual air flow 967 cfm Air flow factor 0.043 cfm/Btuh Static pressure 1.00 in H2O Load sensible heat ratio 0.83 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. ' wrightsoft° 2018-Apr-06 13:05:29 Right -Suite® Universal 2017 17.0.08 RSU08101 Page 3 14CC'A E:\Documnets\Wrightsoft HVAC\ALMORE RESIDENCE.rup Cale = MJ8 Front Door faces: SE "'r :J x t- wrightsoft° Right-J® Worksheet UNIT 1 QUICK CALCS, INC. 317 ST LUCIE LANE, FORT PIERCE, FL 34946 Phone: 772-466-6799 Fax: 772-466-6796 Email: QUICKCALCS AOL.COM Job: Date: APRIL 6, 2018 By: 1 Room name UNIT 1 MASTER BATH 2 Eiiosed wall 209.0 ft 37.0 ft 3 Room height 10.0 ft 10.0 ft heat/cool 4 Room dimensions 1.0 x 196.0 ft 5 Room area 2514.0 ft2 196.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number (Btuh/ft2-°F) (Btuh/ft2) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 - 13A-4ocs 0.143 ne ry - -4.00 - : 2.19 650 490 1962 1072 80 80 320 175 2 glazing, cir low-e 0.650 ne 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing, clr low-e 0.650 ne 18.20 26.88 60 0 1092 1613 0 0 0 0 11 2 glazing, clr low-e 2 glazing, cir low-e' 0.650 0.650 ne ne 0.00 0.00' . 10.00 9100 0 , 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -0.390 -ne _0.00. - --0.00 . - -0 - - --� -- -0 - -- -0 - -----0 -- -- -_0 -- 0. -- - - -0 11/ 13A4oes 0.143 a 4.00 2.19 50 30 122 67 50 30 122 67 _ 2 glazirig;_cir low-e 0.650 a 18.20 33.77 20 0 356 661 20 0 356 661 __- ...-,2"-,- ..- _ 2 _... 13A�ocs -.14- 0.143 --- - ` se ---- 4.00 - 300 ----- 186 ___"____ -- 745 _ ._-. __. __ 407 ...._------- • 70 - - - 50 -- - - 200 - - -- 109 2 glazing, cir low-e 0.650 se 0.00 0.00 0 0 0 0 0 0 0 0 2 glazing, cir low-e 2 glazing, cir low-e 0.650 0.650 se se 18.20 18.20' 23.35 23.35 30 20 18 12 546 364 700 467 0 20 0 6 0 364 0 467 2 glazing, clr low-e 0.650 se 18.20 24.74 ' 16 6 291 396 0 0 0 0 _2 glazing, clr low_e 13A-4ocs _- _.__ 0.650 0.143 _se_ s __ 18.20: 4.00 ._24.74 2.19 48 T50 ..__ _-18 - 42 _ _874 169 118.7 92 _- ,0 50 ,_ '0 42 0 ^ 169 92 13A-4ocs 2 glazing, clr.low-e __ 0 650 0.143 "0.650 _ s sw sw _ _18.20 4.00' 18.20 14.99 2.19 17.79 .- _ _-- $ 560 6 ._ _ 16 514 9 .._ 143 2058 109 ---- --- 117 1125 107 ---_ a 120 6 __._-__ . - 8 114 5 . ----143 456 109 _.- _ 117 249 107 2 glazing;..clr low-e 6.650 sw 0.00 0.00 0 0 0 A 0 0 0 0 2glazing; •cir low-e 2glazing, cir low-e 0.650 0.650 sw sw 18.20 0.00 23.35 0.00 40 0 25 0 728 0 934 0 0 0 0 0 0 0 0 0 _.. _.. _1,1p0--�-.�._ -_----0.390 _sw_ --_0.00 _,__0.00 -------0 _ _. _-0 ____0 _- _0 - -_0 -----0 ------0 - -- 0 -- 0 13A-4ocs 0.143 nw 4.00 2.19 680 436 1746 954 0 0 0 0 2 glazing, clr low-e 2 glazing, clr low-e 2 glazing, clr low-e 0.650 0.650 0.650 nw nw nw 18.20 0.00 0.00 26.88 0.00 0.00 144 0 0 0 0 0 2621 0 0 3870 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C _ 2 glazing, clr low a-` _16B30ad__. _ ___ _ , _ -0.650 . nw _0.00. _ . 0.00 __ _1.60 _ _ - 0 -_2514 _ _ _ _ 0 ._ _2514 0 2253 _ 0 - _ 4022 0 _.196. 0 _ _ _-196 0 _ ._ _ 17 - 0 - .__ 314. -__0.00 _ __.._ 2514 __-___209 7947 -0 -- 196 __ 37--- 1407 _ -- __0 6 c)AED excursion 0 -203 Envelope loss/gain 24124 17791 3822 2155 12 a) ' Infiltration 2835 814 502 144 b) ; Room ventilation 0 0 0 0 13 Intemal gains: Occupants @ 230 6 1380 0 0 Appliances/other 4400 0 Subtotal (lines 6 tp 13) 26959 24385 4324 2299 Less external load 0 0 0 0 14 Less transfer Redistribution Subtotal 0 0 26959 0 0 24385 0 0 4324 0 0 2299 15 Duct loads 32% 43% 8748 10607 32% 44% 1403 1000 Total room load Air required (cfm) 35707 1550 34992 1550 5727 249 3300 146 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wr'ightsOft' Right -Suite® Universal 2017 17.0.08 RSU08101 2018-Apr-06 13:05:29 �� E:\DocumnetslWdghtsoft HVAC\ALMORE RESIDENCE.rup Calc = MJ8 Front Door faces: SE Page 1 c '- wrightsoft° Right-J® Worksheet°b UNIT 7 Date: APRIL 6, 2018 By: QUICK CALCS, INC. 317 ST LUCIE LANE, FORT PIERCE, FL 34946 Phone: 772-466-6799 Fax 772466-6796 Email: QUICKCALCS@AOL.COM 1 Room name LIVING ROOM FAMILYROOM 2 E).q)osed wall 15.0 ft 12.0 ft 3 Room height 10.0 ft heat/cool 10.0 ft heat/cool 4 5 Room dimensions Room area 15.0 x 27.0 ft 405.0 ftz 12.0 x 15.0 ft 180.0 ftz Ty Construction U-value Or HTM Area (ft2) Load Area (ft-) Load number (Btuh/ftz-°F) (Btuhfftz) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 13Aocs 2 glazing, clr lower 2 glazing, clr low-e 0.143 0.650 0.650 -ne ne ne 4.00 0.00 18.20 - 2.19 0.00 26.88 0 0 0 0 0 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 2 glazing, clr lower. 2glazing, clrlow-e 0.650 0:650 ne ne 0:00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VI% �-- G -11D0_� --- --- 13A-4ocs 2 glazing, ,clr low a '13A�ocs - 2 glazing, clrlow-e --- 0.390 0.143 0.650 ---- 0.143 0.650 -_ne._ a a se se --0.00. 4.00 18.20 - - 4.00 0.00 _._ _0.00 2.19 33.77 -' 2 19 0.00 .� - 0 0 - :.- .0 0 -- - 0 0 0 0 - --- ---0 0 0 0 - 0 0 0 - 0 0 0 .,--0 0 0 -----0 0 0 0. --- -Q 0 0 0 -- - 0 0 2 glazing, clr low-e 2 glazing, clr low-e 2 glazing, clr low-e 0.650 0.650 0.650 se se se 18.20 18.20 18.20 . 23.35 23.35 24.74 0 0. 0-. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 _ VV��ll 2glazing,clrlowa---_-0.650_ 13AAocs 0.143 se- s --_18.20_-24.74 4.00 2.19 _--J0_-----00- 0 0 0 s._0 0 0 ------0__---___0:_---- 0 0 - 0 _ G 2 glazinq, clr lower - 13A=flocs 2 glazing, clr lower - _ 0.650 0.143 0.650 _s _ sw �sw _ ._ 18.20 4.00I 18.20' _ 14.99 2.19 17.79 -- - 0 " 0 0 0 ----0 `-� - 0 0- - - - -0 0 0 .� -0 0 0 - - 0 0 0 - _0 - 0 0 ----0 , � 0 0, 0 - - - - 0 0 2 glazing, clrlow-e 2 glazing, clr low-e 7glazing, clr low=e 0.650 0.650 0.650 sw sw sw 0.00 18.20 0.00 0.00 23.35 0.00 0 0 0 0 0 0- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 - _ 11D0-- ------ 13A-4ocs - __--0.390 0.143 -Awv- nw --0.00, 4.00 --_--0.00 2.19 - -- _--0 150 ----_-0 54 _ -- __-0 216 - - .0----- 118 0 120 -,' 0 96 384 210 2 glazing, clr low-e 2 glazing, clr low-e 2 glazing, clr low-e 0.650 0.650 0.650 nw nw nw 18.20 0.00 0.00 26.88 0.00 0.00 96 0 0 0 0 0 1747 0 0 2580 0 0 24 0 0 0 0 0 437 0 0 645 0 0 2 glazinq, clr low_e 16Br30ad_ 0.650 _ 0.032 _nw _- _ _0.00 _ 0:90 _ - _ 0.00 .1,60 0 __. 405_ _ 0 _ 405 _ 0 _ 363 _ 0 _ - _698 0 _ _ 0 _ _,180 _ 0 _ . ,161. 0 _ _288 ------0 ��180 --1.358 - _ _38.02, - -0.00 ----..405._-_-_---15 ----S70 - - --0 180 _---12 - -- 456 -- -0 6 c)AED excursion 456 76 Envelope loss/gain 2897 3802 1439 1219 12 a) Infiltration 203 58 163 47 b) 'Room ventilation 0 0 0 0 13 Intemal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 100 Subtotal (lines 6 to 13) 3100 3861 1602 1366 Less edemal load 0 0 0 0 14 Less transfer Redistribution Subtotal 0 0 3100 0 0 3861 0 7 1609 0 12 1377 15 DUQtloads 32% 44% 1006 1679 32% 44% 52 2 599 Total room load Air required (cfm) 4106 1781 5540 245 2131 921 1976 88 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. ACCN WrigF1t50ft' Right -Suite® Universal 2017 17.0.08 RSU08101 2018-Apr-O6 1Page 2 E:\Documnets\Wrightsoft WAC\NLMORE RESIDENCE.rup Calc = MJ8 Front Door faces: SE 9 * wrgghtsoft° Right-J® Worksheet Job: • UNIT 1 Date: APRIL 6, 2o1s By: QUICK CALCS, INC. 317 ST LUCIE LANE, FORT PIERCE, FL 34946 Phone: 772466-6799 Fax 772466-6796 QUICKCALCS@AOL.COM 1 Room name BEDROOM 3 CLST 3 2 E)posed wall 27.0 ft 2.0 ft 3 Room height 10.0 ft heat/cool 10.0 ft heat/cool 4 5 Room dimensiols Room area 176.0 ftz 1.0 x 176.0 ft 10.0 x 2.0 ft 20.0 ftz Ty, Construction number U-value (Btuh/ft2-°F) Or HTM' (Btuh/ft') Area (ft) or perimeter (ft) Load (Btuh) Area (ft2) or perimeter (ft) Load (Btuh) Heat Cool Gross N/,P/S Heat Cool Gross NIP/S Heat Cool 6 13A-4ocs 2 glazing, clr low-e 2 glazing, clr low-e 0.143 0.650 0.650 ne ne ne 4.00 0.00 18.20 2.19 0.00 26.88 130 0 20 110 0 0 440 0 364 241 0 538 20 0 0 20 0 0 80 0 0 44 0 0 11 2 glazing, clr low-e 2 glazing, clr low-e 0.650 0.650 ne ne 0.00 0.00 , 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -- 11D0-- --- - ---- 13A-4ocs low-e ---0.39.0 0.143 __ne_ a _ -0,00: 4.00 18.20 ____0:00 2.19 33.77 ------- 0 0 - - _Q -- 0 - --0 0 ---------p 0 0 0 0 0 _clr s 2 glazing; clr low-e 1 0.43 0,650 s0. e se 00 0.00 _ g . 0.00 ..,... 0 -- � 0 -------- 0 0 0 0 -_-- 013A-0o 0 -- - 0 2 glazing; cir low-e 2 glazing, clrlow-e 2 glazing, 'clrlow-e 0.650 0.650 0.650 se se se 18.20 18.20 18.20 23.35 23.35 24.74 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 D 0 0 0 _2 g(azing, clrlow e_.-_ 13A-4ocs _ .. ___0.650 0.143 _ se._ s - __18.20, 4.00 _ _ 24.]9 2.19 ._ _ __.. 0 0 _ _. - _Q 0 _-._ _ _ 0 0 -_.._0 0 __ _ _ _-._ 0 0 -_-0 0 ___ .._ ___ 0; 0 -- _ - _ - -0 0 _____ 2 glazinq,_clr lower---- 13A-46cs 2 glazing, clr low-e - -- Q650 0.143 0.650 s -sw sw __ 1.8.20 4.00 18.20 - - 14.99 2.19 17.79 - - -0 , 0 0 --- 0 0 0 - ----� 0 0 - - 0 0 - -- 0 0 - - - 0 0 0 ---- - -0 0 0 -- - - 0- 0 0 2 glazini3. clr low-e 2 glating,,clr lower 2 glazing,'cIr low-e 0.650 0.650 6.650 sw sw sw 0.00 18.20 0.00 - 0.00 . 23.35 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0` 0 0 0 0 0 0 0 0 0 13A-4ocs: --_0.390 0.143 _sw... nw _-_0.00 4.00 _ - 0.00.-----0 2.19 140 __0 140 --- --0 561 -----� 306 .� TO -- -0 0 --- - -0 0 ----0 0 0 2 glazing„clr low-e 2 glazing, clr low-e 2 glazing, clr low-e 0.650 0.650 0.650 nw nw nw 18.20 0.00 0.00 26.88 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2glazinq, clrlow-e 0.650 0.032 nw _- - 0.00 - - 0.90 0.00 .....- --1.60 .__ 0 ---- ----- 176 0 ---176 _ _ Q _ _ 158 . ---- - 282 -- 20 - -- -18 -- 32 -_ ---- - - -.. _20 F 22A-tph 1.358 38.02 0.00 176 27 1027 0 20 2 76 0 6 c)AED excursion -211 -7 Envelope loss/gain 2549 1155 174 69 12 a) Infiltration 366 105 27 8 b), Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 2 460 0 0 Appliances/other 500 0 Subtotal (lines 6 to 13) 2916 2220 201 76 Less external load 0 0 0 0 14 Less transfer Redistribution Subtotal 0 108 3023 0 50 2270 0 -201 0 0 -76 0 15 Duct loads 32% 44% 981 987 32% 44% 0 0 Total room load Air required (cfm ' 4004 174 3257 144 0 0 0 0 ACCA to wrightse3ft' Right -Suite® Universal 2017 17.0.08 RSU08101 ACCA E:\Documnets\Wrightsoft WAC\ALMORE RESIDENCE.rup Calc = MJ8 Front Doorfaces: SE 2018-Apr-06 13:05:29 Page 3 -�- wrightsoft Right-M Worksheet UNIT 1 QUICK CALCS, INC. 317 ST LUCIE LANE, FORT PIERCE, FL 34946 Phone: 772-466-6799 Fax 772-466-6796 Email: QUICKCALCS@AOL.COM Job: Date: APRIL 6, 2018 By: 1 Room name HALL KITCHEN 2 Exposed wall O ft O ft 3 Room height 10.0 ft heat/cool 10.0 ft heat/cool 4 5 Room dimensions Room area 82.0 f? 1.0 x 82.0 ft 12.0 x 17.0 ft 204.0 ft' Ty Construction U-value Or HTM Area (ft2) Load Area (ft') Load number (Btuh/ft' °F) (Btuh/ft') or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N)IP/S Heat Cool Gross N/P/S Heat Cool 6 ---- 13Aflocs - --- - 2 glazing, cir low-e 2 glazing, cir low-e _--0.143 0.650 0.650 ne ne ne 4.00 0.00 18.20 --2.19 0.00 " 26.88 -,-------0-- 0 . 0 -- 0 0 0 -----� 0 0 - --0-- 0 0 ---Q- 0 0 - 0 0 0 ---- -� 0 0 ----p 0 0 11 2 glazing, clr low-e 2 glazing, cir low-e 0.650 0.650 ne ne 0:00 0.00 0.00 0.00 0 0 0 A 0 0 0 0 0 0 0 0 0 0 0 0 11D0-___- -_.- _'- 0.390 _ ne_ 0.00 0.00 -0 -_____ 0 ___0 ___0 _. -__0 _ 0- ____0 VIl �G 13A4ocs 2 glazing, clr low a 0.143 0_650 a e_ 4.00 18.20 2.19 33.77 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 - --- 13AAocs _ _ 2 glazing, cir low- _" -0.143 0.650 se se 4.00 0.00 2.19 0.00 < '- 0 0 _ _ -0 0 - 0 0 . - - 0 ---0 0 0 ----- 0 0 0 2 glazing, cir low-e 2 glazing, cir low-e 2 glazing, clr low-e 0.650 0.650 0.650 se se se 18.20 18.20 18.20 23.35 23.35- 24.74 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 _ Vt/ 2.glazing,clrlowe_._" 13A-4ocs __.._0.650_se 0.143 s _._18.20-__24.74 4.00 2.19 -----_-A'_Q 0 0 0 0 0 0 0 0 2-glazing, clr low_e _ 13A-46cs 2 glazing, clr low-e - - 0.650 0.143 0.650 _ s sw sw ---18.20. 4.00 18.20 14.99 2.19 17.79 ---- _____0- 0 0 - 0 6 0 - ---- 0 0 0 - " -- 0 0 0 - - -- 0 0 0 - - --0 0 0 - --- - -0 0 0 --- 0 0 0 2 glazing, clr low-e 2 glazing, cir low-e 2 glazing, cir low-e 0.650 0:650 0.650 sw sw sw 0.00 18.20 0.00 0.00 ` 23.35 . 0.00 0 0 0 0 0 0 0 0 0 0 0 0 :0 0 0 0 0 0 0 0 0 0 0 0 - - 11D0 - --- _- -0.390 _m. __-0.00 ,. _ _ 0.00 - -- -0 - - ---0 - - -- --1----0 -- -- --0 --- --0 -- -----0 °-0 0 13A-4ocs 0.143 nw 4.00 2.19 0 0 0 0 0 0 0 0 2 glazing, cir low-e 2 glazing, cir low-e 2 glazing, clr low-e 0.650 0.650 0.650 nw nw nw 18.20 0.00 0.00 26.88 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2glazing. _clr low-e _ _ _ -_ 0.650 nw --- - 0.00 ___ 0:90 0.00 -. --1.60 0 : A__-__82 ------_-82 _ ._0 _ . -- -_-0 _-- 73 _._--_-- 0 _ 13- - ----- 0 _ ----204 -_0 ___--- 204 _--- - ---___ 183. _____326 -r. __ 1.358 -- 38.02 _ 0.00 - - 82 - - '- 0 - -- 0 - - 0 - - 2� -- -- 0 - - 0 --- 6 c)AED excursion -11 -202 Envelope loss/gain 73 1201 183 125 12 a) Infiltration 0 0 0 0 b) -Room ventilation 0 0 0 0 13 Internal gains:' Occupants @ 230 0 0 0 0 Appliances/other 0 2000 Subtotal (lines 6 to 13) I 73 120 183 2125 Less extemal load 0 0 0 0 14 Less transfer Redistribution Subtotal 0 -73 0 0 -120 0 0 24 207 0 39 2164 15 Duct loads 32% 44% 0 0 32% 44% 67 941 Total room load Air required (cfm) 0 0 0 01 274 12 3105 138 ACZA ' WPig17t50ft' Right -Suite@ Universal 2017 17.0.08 RSU08101 E:\Documnets\Wrightsoft HVAC\ALMORE RESIDENCE.rup Calc = MJ8 Front SE of Manual J 2018-Apr-06 13:05:29 Page 4 '¢ W wrightsoft Right-J® Worksheet UNIT 1 QUICK CALCS, INC. 317 ST LUCIE LANE, FORT PIERCE, FL 34946 Phone: 772466-6799 Fax 772466-6796 Email: QUICKCALCS@AOL.COM Job: Date: APRIL 6, 2018 By: 1 Room name FOYER M WIC 1 2 Exposed wall 9.0 ft 7.0 ft 3 Room height 10.0 ft heat/cool 10.0 ft heat/cool 4 5 Room dimensions Room area" 9.0 x 11.0 ft 99.0 ft2 5.0 x 7.0 ft 35.0 ftz Ty Construction U-value Or HTM Area (ftz) Load Area (ftz) Load number . • (Btuh/ft;°F) (Btuh/ftz) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 -- - - -- .- _----- - 13A flocs 2 glazing, clr low-e 2 glazing; cir low-e - ---- 0.143 0.650 0.650 -- ne ne ne ----- 4.00 0.00 18.20 ----- 2.19 0.00 . 26.88 --- b 0 0 --- - 0 0 0 -- - 6 0- 0 - ---- 0 0 0 --- -- 0 0 0 - -- - 0 .0 0 - -- - - 0 0 0 - - - - 0 0 0 11 2 glazing, clr low-e 2 glazing, clr low-e M50 -0.650 ne ne 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ��i 11 D0 -- .- _ _ 13A-4ocs 2 glazing, clrlo_w-_e_ 0.390 0.143 0.650 --ne- a e ---0.00. 4.00 ______0.00. 2.19 33.77 - _ - 0 0 0 0 0 0 - ----- --._0 0 0 -.- ---0 0 0.---�._ - -- -0 0 a -- - 9 0 0 -- - Q 0 0 _ 13A-4ocs 2 glazing, cir low-e _ __ 0.143 0.650 _ se se __ _18.20 4.00 0.00 _- 2.19 0.00 --_.,,.___ 90 0 ._ ._-_.._,._. 26 0 _-.__ 1.04 0 r_.. -_- 57 0. 0 0 0 0 __--- ,-0 0 0 -_----_ -.-0 0 0 2 glazing,, clr low-e 2 glazing, clr low-e 2 glazing, cir low-e 0.650 • 0.650 0.650 se se se 18.20 18.20 18.20 23.35 23.35 24.74 0 0 16 0 0 3 0 0 291 0 0 396 0 0 0 0 0 0 0 0 0 0 0 0 .2,glazing,_cir low -a-___ .. _•_ 0:050 e_. -,.18.20 _ _ 24..74 :_,,_ _ .48 _._ _ ._.-874 ._.__. 11.87 ______ .;0 - __..0 _ _- -_9 _ - -- __Q v� 13A4ocs 0.143 s 4.00 219 0 _.__Q 0 0 0 0 0 0 0 2 glazing, clr lower ._ 13A-4ocs - 2 glazing, cir low-e _ 0.650 0.143 0.650 s_- sw sw 18.20 4.00' 18.20 _14 99 2.19 17.79 _ __ _0 0 0 _____ 0 0 0 _ 0 0 0 _ _ _ -_ 0 0 0 -__ _ 0 70 0 -_ _ -_ J0 70 0 `0 153 0 -_____0 280 0 2 glazing,. clr low-e 2 glazing, clr low-e 2,glazing,• cir low-e 0.650 0.650 0.650 sw sw sw 0.00 18.20 0.00 0.00 . 23.35 0.00 0 - 0 0 0 0 0 0 0 0 0 0 0' 0 . 0 0 0 0 0 0 - 0 0 0 0 0 - - 11D0 - --- ----- 13A-4ocs -----0.390 0.143 sw nw --- 0.00 4.00 --0.00 2.19 --0 0 -- _____0 0 - -- _0 0 - - - 0 0 ------ 0 0 ----- 0 0 - __0 0 _____0 0 2 glazing, clr low-e 2 glazing, clr low-e 2 glazing, clr low-e 0.650 0.650 0.650 nw nw nw 18.20 0.00 0.00 26.88 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0azinq, cir low-e____ M_-30ad_-.__- _ _ _0.650 --0.032 nw_, _ . -- _-__0.00 _0.90 0.00 _�_ 1.60 0 _. _ _ 99 -- _0 -- _ _ 99 - - �_ 0 _.._ . �89 0 0 _ 0 _-- _ 35 _ _ 0 _ 0 _-_- 158 �. _._ . -35 F 38 02 .. U-0 .------ 99 - - - 9 _-_-_342 -- - - - 0 - - ___-3-5. - ---7 -- 266 - •--0- 6 c)AED excursion 234 -21 Envelope loss/gain 1700 2033 578 189 12 a) Infiltration 122 35 95 27 b) Room ventilation 0 0 0 0 13 Intemal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1822 2068 673 216 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1822 2068 673 216 15 Duct loads 32% 44% 591 899 32% 441/6 218 94 Total room load T2413 2967 891 310 Air required (cfm) 105 131 39114 Calculations approved bVACCA to meet all requirements of Manual J 8th Ed. wrightsaft' Right -Suite® Universal 2017 17.0.08 RSU08101 2018-Apr-06 1 :05:29 ACCk 5 EADocumnets\Wrightsoft HVACIALMORE RESIDENCE.rup Calc = MJ8 Front Door faces: SE 9 �r 1+ wrightsoft° Right-J® Worksheet UNIT 1 QUICK CALCS, INC. 317 ST LUCIE LANE, FORT PIERCE, FL 34946 Phone: 772466-6799 Fax 772466-6796 Email: QUICKCALCS AOL.COM Job: Date: APRIL 6, 2018 By: 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area DINING ROOM 14.0 ft 10.0 ft heat/cool 1.0 x 182.0 ft 182.0 ft2 LAUNDRY 10.0 ft 10.0 ft heat/cool 6.0 x 10.0 ft 60.0 ft2 Ty Construction number U-value (13tuh/ft2-°F) Or HTM (Btuh/ft2) Area (ft2) or perimeter (ft) Load (Btuh) Area (ft2) or perimeter (ft) Load (Btuh) Heat Cool Gross N/PIS Heat Cool Gross N/P/S Heat Cool 6 11 13A-4ocs 2 glazing, cir low- 2 glazing, cir low-e 2 glazing, 'clr low-e 2 glazing, clrlow-e 11D0_.-- - --- 13A4ocs 2 glazing, cir low-e _ _ _ 0.143 0.650 0.650 0.650 0.650 0.390 0.143 __-_0,650 ne ne ne .ne ne -ne a _ e_. 4.00 0.00 118.20, 0.00 0.00 ---0.00. 4.00 -_-18.20 2.19 0.00 ,' 26.88 0.00 0.00 __ 0.00 2.19 _ _ ___. 0 0 0 0 0 _0 0 --- 8 0- 0 0 0 0 - -- ---0 0 - - 0 0 0 0 0 - --- _-.0 0 - 0 0 0 0 0 _______0 0 ._ -- 0 0 0 0 0 -- q 0 - - - 0 0 0 0 0 ------ 0 0 - -- -0 0 0 0 0 0 =--- ---0 0 - - 0 0 0 0 0 ----- -- Q 0 ----- 0 ---- �- 13A-4ocs '. 2 glazing, cir low-e 2 glazing, cir low-e 2 glazing, cir low-e 2 glazing, clriow-e glazing,.clr low-e___ 13A-flocs 2 glazinq, cir low_e -- 13A•4ocs 2 glazing, cir low-e 2 glazing, cir low-e 2 glazing, clriow-e 2 glazing, clr'low-e J1DQ_---_---- _ 13A-0ocs 2 glazing, cir low-e 2 glazing, cir low-e 2 glazing, cir low-e 2glazinq,.cir lower r 0.143 0.650 0.650 0.650 0.650 _-___-.0.650 0.143 -_---0.650 0.143 0.650 0.650 0.650 0.650 _.�. 0.390 0.143 0.650 0.650 0.650 .•_.-_ 0.650 0.032 se se se se se _ se- s s - sw sw sw 'sw sw -sw- nw nw nw nw _nw_ _ c_ 4.00 0.00 16.20 18.20 18.20, _ 18.20 4.00 --- 18.20 4.00 18.20 0.00 18.20 0.00 -_-0.00 4.00 18.20 0.00 0.00 _--_0.00 -_ - _0:66. , - 2:19 - 0.00 23.35 23.35 24.74 _-__.24:74 2.19 __ 14.99 . , 2.19 17.79 - 0.00 23.35 0.00 '_ 0.0.0 2.19 26.88 0.00 0.00 -_0.00 - _w_ 1.60 140 0 30 0 0 _ _._ 0. 0 - --0 0 0 0 0 0 -- __-__0 0 0 0 0 _- 0 182 110 0 9 0 0 _ ___ _.__0 0 .--_ - 0 0 0 0 0 0' ___ 0 0 0 0 0 __ . 0 _.-_ _-182 440 0 546 0 0 ._ _� 0 0 -. 0 . _ _ _'_0_ 0 0 0 0 0 -_-____0 0 0 0 0 _ 0 __ 532 241 0 700 0 0 - _._- 0 0 ------ 0 0 0 0 0 0 __--_____0 0 0 0 0 0 -0 0 0 0 0 0 - . __._ Q 0 ---- 100 0 0 Q 0 ______.___0 0 0 0 0 ___.. 0 0 0 0 0 0 ---- ---_0. 0 - -_. ---0 100 0 0 0 0 _-_-- _0 0 0 0 0 0 ---- 10 ' 0 0 0 0 0 0 0 0 0 0 -_ __0 0 --------0. 219 0 0 0 0 0 0 0 0 -_--___ _0 ------0 _ ..__..:.2 t' _G_ _ - -_0. 0 ----- Q 400 0 ', 0 0 0 0 0 0 0 0 -_--3_8_0 - ---60 6 c)AED excursion 76 -74 Envelope loss/gain 1682 1308 834 241 12 a) Infiltration b) Room ventilation 190 0 54 0 136 0 39 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 300 0 0 500 Subtotal (lines 6.to 13) 1872 1662 970 780 14 15 Less external load Less transfer p Redistribution Subtotal Duct loads 32% 44% 0 0 6 1878 609 0 0 10 1672 727 32% 44% 0 0 9 979 318 0 0 15 795 346 Total room load , Air'required (cfm) ; 2487 108 2400 106 1297 56 1141 51 Calculations approved by AC CA to meet all requirements of Manual J 8th Ed. ACZk wright50ft' Right -Suite@ Universal 2017 17.0.08 RSUD8101 2018-Apr-O6 1 Page ae 6 E:\Documnets\Wdghtsoft WAC\ALMORE RESIDENCE.rup Calc = MA Front Door faces: SE 9 d9 r► * wrightsofV Right-J® Worksheet UNIT 1 QUICK CALCS, INC. 317 ST LUCIE LANE, FORT PIERCE, FL 34946 Phone: 772-466-6799 Fax 772466-6796 Email: QUICKCALCS AOL.COM Job: Date: APRIL 6, 2018 By: 1 Room name LINEN BEDROOM 4 2 Exposed wall 0 ft 12.0 ft 3 Room height 10.0 ft heat/cool 10.0 ft heat/cool 4 5 R000m dimensions Room area 2.0 x 10.0 ft 20.0 ftz 1.0 x 154.0 ft 154.0 ftz Ty Construction LI-value Or HTM Area (ftz) Load Area (ftz) Load number (Btuh/ftz-°F) (Btuh/ftz) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 ----- 13A-46cs------------ 2 glazing, clr low=e 2 glazing, cir low-e -- 0.143 0.650 0.650 ne ne ne - ' -4.00 - 0.00 18.20 -- 2:19 0.00 26.88 - --- -p 0 0 -- - -6 0 0 - - _0 0 0 0 0 6 20 0 0 0 364 0 538 11 2 glazing, clr low-e 2 glazing, clrlow-e 0.650 0.650 ne ne 0.00 0.00 - 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 - -_ V// �_ G__ 11 D0. -- -- - --- - 13A4ocs g!ging,_clr low-e -`0.390 0.143 0.650 -ne a e.._ _-_0.00 4.00 18.20 ---0.00 2.19 33.77 -- 0 0 --- - ------ Q 0 0 . - - ---0 0 - - - 0 0 -_ - 0 0 0 -------0 0 0 - --- --0 0 0- -- - 0. 0 0 _2 -_ 13A�ocs . _ 0.143 _ se _ _._ 4.00' -_ 2.19 -- _ .... -0 '- 0 0 --0 0 -------0 0 0 0 ___.--- - 0 - ----- --. 0 2 glazing, clr low-e 0.650 se 0.00 0.00 0 0 0 0 0 0 0 0 U- 2 glazing, clr low=e 2 glazing, clr low-e 2 glazing, clr low-e 0.650 0.650 0.650 se se se 18.20 18.20 18.20 23.35 23.35 24.74 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ..2.gla ing, clr.lowe0.650 13A-4ocs 0.143 _se_ s _ _-18.20 4.00 -_L24;I4-___-_-.0 2.19 0 ___�__0 0 0 0 0 0 0 0 G 2-glazing,-clr low-e---- 13A flocs 2 glazing, clr low-e - - _ 0.650 0.143 0.650 _ s - sw sw -- 18.20 4.00 18.20 14.99 2.19 17.79 0 0 0 0 0 0 -------0.__ 0 0 0 0 0 ---- -0--- 0 0 -0 0 0. - -0 0 0 ---- 0- 0 0 2 glazing,,clr low-e 2 glazing, clr low-e. 2 glazing, clr low-e 0.650 0.650 0.650 sw sw sw 0.00 18.20 0.00 0.00 23.35 0.00 0 . 0- 0 0 0 0 0 0. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11D0_- -_- 0.390 __sw- --_-- 0.00 _-_0X0 �_-0 __--0 _--_-_0 ---- 0. ______-0 ____-•__0 __--_-_0 A__-_0, 13A-4ocs 0.143 nw 4.00 2.19 0 0 0 0 0 0 0 0 2 glazing, clr low-e 2 glazing, clr low-e 2 glazing, clr low-e 0.650 0.650 0.650 nw nw nw 18.20 0.00 0.00 26.88 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 glazing _clr low-e. - 1613�30ad---_----_--._--.0.032--_--_-_-0.9.0.._-._1.60_-_-_--20---___•201832---___154 --- 0.650 _nw- -- --0-0Q ______0.00. 0 -0 - - -0 ----- . 0 ._---0 154 _138-- _246 C----_- F------ .22l tph--- - - - -----1.358 _-38.02 0.00 __.. - - 20 -0 - - %- --_ --0 -- -- 164 - - - 12 --- - 456 --- 0. 6 c) AED excursion 3 -174 Envelope loss/gain 18 29 1359 828 12 a) Infiltration 0 0 163 47 b) , Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 2 460 Appliances/other 0 500 Subtotal (lines 6 to 13) 18 29 1521 1835 Less external load 0 0 0 0 14 Less transfer Redistribution ' ' Subtotal 0 -18 0 0 -29 0 0 23 1545 0 38 1873 15 Duct loads 32% 44% 0 0 32% 44% 501 815 Total room load . 01 0 2046 2688 Air required (cfm)' 0 0 89 119 Calculations approved bvACCA to meet all reouirements of Manual J 8th Ed. - wrightsoft• 2018-Apr-0613:05:29 ACCP� Right -Suite® Universal 2017 17.0.08 RSU08101 Page 7 E:\Documnets\Wrightsoft HVAC\ALMORE RES[DENCE.rup Calc = MJ8 Front Door faces: SE a' W -�- wrightsott Right-J® Worksheet UNIT 1 QUICK CALCS, INC. 317 ST LUCIE LANE, FORT PIERCE, FL 34946 Phone: 772466-6799 Fax 772466-6796 Email: QUICKCALCS@AOL.COM Job: Date: APRIL 6, 2018 By: 1 Room name M W IC 2 BATH 1 2 Exposed wall 0 ft 6.0 ft 3 Room height 10.0 ft heat/cool 10.0 ft heat/cool 4 5 Room dimensions Room area 5.0 x 7.0 ft 35.0 ftz 10.0 x 6.0 ft 60.0 ft' Ty Construction U-value Or HTM Area (ft2) Load Area (ft-) Load number (Btuh/ft;°F) (Btuh/ft?) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 _ ---- _ - - 13A�ocs 2 glazing, clr low-e 2 glazing; cir low-e -- -- - 0.143 0.650 0.650 - ne ne ne ----- 4.00- 0.00 18.20; --- - 2.19 , 0.00 26.88 -- - 0 - 0 0 - - - - 0 0 0 - 0 0 0 -- A 0 0 - - - -60 0 0 -- - -60 0 0 240 0 0 0 0 11 2 glazing, clr low-e 2 glazing, clr low- 0:650 0.650 ne ne 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 _11D0- ----- - -----0.390 _ne- - :0.QQ --_.0.00. -. -- --0 - - -- 0 - ---0 --- --0 -0 - -- --0 ----- _0 0. V�/ �G 13A-4ocs _?.glazing, clr low-e 0.143 0.650 a e 4.00 18.20 2.19 33.77 0 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-4ocs 2 glazing, clr low- - -- _ 0.143 0.650 se se - 4.00 0.00 - 2.19 0.00 _ --. "', 0 0 6 0 6 0 0 0 0 0 0 0 0 0 2 glazing, clr low-e 2 glazing, clr low-e 2 glazing, clr low-e 0.650 0.650 0.650 se se se 18.20 18.20 18.20 23.35 23.35 24.74 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 _; Val 2-glazing,_clr low_e- ._- 13AAocs. : _ 0.650 0.143 _se._ s _ . �18.20 4.00 _24.74 2.19 _•0 0 _0 0 _ ._. v_w 0 0 .. _ -- __0 0 : _. _-_ 0 --.__--- 0 --- ,- __0 0 0 -I�--- 2 q(azinq, clr low-e .- 13AAocs • :2 glazing, clr low-e _ -0.-650 0.143 0.650 . "s .. sw- sw _18.20 4.00 18.20 -- 14.99 2.19 17.79 --- ----. 0 0 0 _T�.O 0 0 ---- - 0 0 0 - -- -- 0 0 0 -- - 6 0 0 -- -6 0 0 .------- 0 0 0 0 0 2 glazing; .clr low-e 2 glazing, clr low-e 2 glazing, clr low=e 0.650 -0.650 0.650 - sw sw sw 0.00' 18.20 0.00 - 0.00 '23.35 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 D0------ - -- ----0.390 _sw- _0:00 _.,_-.0.00 ; _ --0 ---- 0 - - -0.-.- -- 0 -0 - --- 0 ___Q ___ __ _-0. - - -- - 13AAocs 0.143 nw 4.00 2.19 0 0 0 0 0 0 0 0 2 glazing, clr low-e 2 glazing, clr low-e 2 glazing, clr low-e 0.650 0.650 0.650 nw nw nw 18.20 0.00 0.00 26.88 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 25Bgiazinq, dr low-e ._. 0.650 _ nw _ - 0.00 _ - 0.00 0 0 0 . -- --- - 0 .._.-_._.._0 0 _-_ -- .__0 __- _-- 0 -0.. -- --0 -- 60 �- __6 __ 228. --- --0- 6 c)AED excursion -5 -22 Envelope loss/gain 31 51 522 206 12 a) Infiltration 0 0 81 23 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 31 51 604 229 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 210 90 14 Subtotal 31 51 813 319 15 Duct loads 32% 44% 10 22 32% 440/6 264 139 Total room load Air required (cfm) 42 2 73 3 1077 47 458 20 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. ACC -Ilk Right -Suite® Universal 2017 17.0.08 RSU08101 2018-Apr-06 1 Page E:\Documnets\Wrightsoft HVAC\ALMORE RES[DENCE.rup Calc = MJ8 Front Door faces: SE 9 .q i ,* wrightsoft° Right-M Worksheet UNIT 1 QUICK CALCS, INC. 317 ST LUCIE LANE, FORT PIERCE, FL 34946 Phone: 772466-6799 Fax 772-466-6796 Email: QUICKCALCS@,40L.COM Job: Date: APRIL 6, 2018 By: 1 Room name CLST 2 BEDROOM 2 2 3 Fposed wall Room height 2.0 ft 10.0 ft heat/cool 12.0 ft 10.0 ft heat/cool 4 5 Room dimensions Room area 10.0 x 2.0 ft 20.0 ftz 11.0 x 12.0 ft 132.0 ft' Ty Construction U-value Or HTM Area (ft') Load Area (ftz) Load number (Btuh/ft�°F) (Btuh/ft2) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 - 13A-4ocs -- -- 2 glazing, clr.low-e 2 glazing, clr low-e - - 0.143 0.650 0.650 ne ne ne - -4.00 0.00 18.20 - 2.19 0.00 26.88 --20 0 0 - 20 0 0 80 0 0 44 0 0 120 0. 20 100 0 0 400 0 364 219 0 538 11 2 glazing, clr low-e 2 glazing, cir low-e 0.650 0.650 ne. ne 0.00 0.00 0.00 0:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ----- - 11DOT._.--- --- ----- 0.390 _ne __._0.00. _-_0.00 _.------0 -------- 0 -- - - --0 --- ---0 ------0 -- ----0 ..- - -----0 _ -------0 13A-4ocs 2 glazing, cir low-e -.- 13A-4ocs '2 glazing, clr low-e 0.143 -____ 0_65Q 0:143 0.650 a a se se 4.00 18.20 2.19 . _ 33_77 2.19 . 0.00 0 _-.__ ..• 0 0 0 ___._-_ 0 0 0 0 -_-..-- 0 0 0 .-_---_ 0 0 0 ____- 0 .._- 0 0 0 _- _--- _- 0 0 0 0 _•- --- -- � 0 0 0 ---_-__ 0 0 0 _G - .- 4.00 0.00 2 glazing, cir low-e 2 glazing, cir low-e 2 glazing, cir low-e 0.650 0.650 0.650 se se se 18.20 18.20 18.20 23.35 '23.35 24.74 0 0 0 0 0, 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 2.glazing,,-,--0.650 13A- ocs 0.143 _-se- s _1.8 20 4.00 ___24j4_,_ 2.19 : _. 0-_ 0 0 0 0 0 0 0 0 0 13A-4ocs 2 glazing, cir low-e 0.143 0.650 - -a sw sw - 18.20 4.00 18.20 14.99 2.19 17.79 - -- - 0 0 0 ----- 0 0 0 - -_ 0 0 0 - - 0 0 0 ------0 0 0 - - -0 0 0 -- - --0 0 0 - - 0 0 0 2 glazing, clr low-e 2 glazing, clr low-e 2 glazing, Ur low-e 0.650 0.650 0.650 sw sw sw 0.00 18.20 0.0o 0.00 23.35 10.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11D0.._-- --- - 13A-4ocs ---0.390 0.143 _sw_ nw _ -_0.00 4.00 ---0.00 2.19 -- - 0 0 _--0 0 _._--0 0 - ---0 0 -_ _._-0. 0 _- _...-0 0 - - -- -0 0 ------0- 0 -- 2 glazing, clr low-e 2 glazing, clr low-e 2 glazing, clr low-e 0.650 0.650 0.650 nw nw nw 18.20 0.00 0.00 26.88 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C-- 2 glazing.. clr low e_- .16B_3.0ad.- -__ _ _ _ .. 0.650 _ 0.032 _.OW -- -. _._-0 00 _ --_ 0.90. -- 0,00 _ 1.60 __.-.----0 -c___.___20 --- Q 20 - _-_ 0 __ __. 18 . - -- 0 ___-_ 32 - - -_____132 -- - -0 _ __-132 - - --0 _____j18 - - 0 __. _ _211- _F____ .22A-toh,.------ - -- 1.358 _.__ _r 38.02 _ -._ 0.00 - -- 20 - - --2 - - 76 -- - -.0 - - 132 ---- - 12 -- 456 -- ----0 6 c)AED excursion -7 -171 Envelope loss/gain 174 69 1339 796 12 a) Infiltration 27 8 163 47 b) Room ventilation 0 0 1 0 0 13 Internal gains: Occupants @ 230 0 0 2 460 Appliances/other 0 500 Subtotal (lines 6 to 13) 201 76 1502 1803 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution -201 -76 119 68 14 Subtotal 0 0 1621 1871 15 Duct loads 32% 44% 01 01 32% 44% 5261 814 Total room load 0 0 2147 2685 Air required (cfm) 0 0 93 119 Calculations approved bvACCA to meet all reouirements of Manual J 8th Ed. ACCP. wrightSoft¢ Right -Suite® Universal 2017 17.0.08 RSU08101 2018-Apr-O6 1 Page ae 9 E:\Documnets\Wrightsoft HVAC\ALMORE R ESI D ENCE. rup Calc = MJ8 Front Door faces: SE 9 >t wrightsoft Right-J® Worksheet UNIT 1 QUICK CALCS, INC. 317 ST LUCIE LANE, FORT PIERCE, FL 34946 Phone: 772466-6799 Fax 772466-6796 Email: QUICKCALCS@AOL.COM Job: Date: APRIL 6, 2018 By: 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area CLST 4 0 ft 10.0 ft heat/cool 7.0 x 2.0 ft 14.0 ft' MASTER BEDROOM 44.0 ft 10.0 ft heat/cool 1.0 x 440.0 ft 440.0 ft2 Ty Construction number U-value (Btuh/ft;°F) Or HTM (Btuh/ft') Area (ft2) or perimeter (ft) Load (Btuh) Area (ft2) or perimeter (ft) Load (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 11 - - 1-3A-4oca - 2 glazing, clr low-e 2 glazing, cir low-e 2 glazing, clr low-e 2 glazing, clr.low-e. 13A4ocs 13A�4ocs - 2 glazing, clr low-e 2 glazing, cir low-e 2 glazing, cir low-e 2 glazing, cir low-e _ 13A-4ocs 2glazinq, cir low-e _ 13A-flocs 2 glazing, clr low-e 2 glazing, clrlow-e 2 glazing, clr low-e 2 glazing, clr low-e . 11D0-_- 13A-4ocs 2 glazing, clr low-e 2 glazing, cir low-e 2 glazing, cir low-e 2 glazing, cir low-e 16B 30ad__ ..__- _ .22kWh. -- - -- - 0.143 0.650 0.650 0.650 0.650 ---__.0.390 0.143 0.143 0.650 0.650 0.650 0.650 .__-_-0.650 0.143 0.650 _ - 0.143 0.650 0.650 0.650 0.650 0.390 0.143 0.650 0.650 0.650 0.650 ____ 0.032 - 1358 ne ne ne ne ne -ne- a se se se se se _se_. s s sw sw sw sw sw _svv nw nw nw nw nw - _ ---- 4.00 0.00 18.20 0.00 0.00 --0.00 4.00 4.00 0.00 18.20 18.20 18.20 . _ 18.20', 4.00 18.20 4.00 18.20 0.00 18.20 0.00 _-0.00. 4.00 18.20 0.00 0.00 0.00 - .._ 0.90 38.02 - 2.19 0.00 26.88 0.00 0.00 - 0.00 2.19 2.19 0.00 23.35 23.35 24.74 ,_2474 2.19 14.99 17.79 0:00 23.35 0.00 _ _�0.00 2.19 26.88 0.00 0.00 0.00 _=1 60 - - 0.00 - 0 0 0 0 0 - ---0 0 _- 0 a 0 0 0 0 ._---___0.__.,._,__ 0 0 -0 0 0 0 0 _____0 0 0 0 0 0 _'_--_-14 -- -14 - - - - _0 0 0 0 0 - --0 6 0 _- _____._ o 0 0 0 0 _0 0 0 - - __- 0 0 0 0 0 0 0 0 0 0 0 ____ 14 - --0 - 0 0 0 0 0 - __0_____ 0 0 -_.. __._..o 0 0 0 0 --- --___ 0 0 0 ____6 0 0 0 0 _ ____-0 0 0 0 0 0 _ __-__:13 - -- -0 0 0 0 0 -0 0 0 --____- o 0. -'0 0 0 _ 0 0 _- - 0 0 0 0 0 0 ._. _ _ _0 0 0 0 0 0 -_-..---22 - ___0 0 0- 0 0 --- -_0 0 0 _ �__-...o 0 0 0 0 -0 0 -_ 0 270 0 0 40 0 _0 170 24 0 0 0 -_ 490 - - 440 0 0 0 0 -- -0 0 _ __- _.__0 0 .0 0 0 0 0 __-- 0 230 0 0 12 0 --_-_ __0 146 0 0 0 0 .-._-440 ----44 0 0 0 0 - - -- 0 0 _-_ __ ._0 0 0 0 0 0 0 0 -- 921 0 0 728 0 0 0 0 0 ---- 0 0 _ ___--- _0 o 0 0 0 0 0 _0 - 503 0 0 934 0 _.---._0. 319 645 0 0 0 -_-_ 704. - - 0 -- 10 ___..__.:2glazing,AILIow-e_ Vt/ L __ ' F - -__0 585 437 0 0 0 __-_-394. ---- -1673 6 c)AED excursion -2 272 Envelope loss/gain 13 20 4738 3377 12 a) Infiltration b) Room ventilation 0 0 0 0 597 0 171 0 13 Intemal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6 tb 13) 13 20 5334 3548 14 15 Less external load Less transfer, Redistribution Subtotal DLctloads 32% 44% 0 0 -13 0 0 0 0 -20 0 0 32% 44% 0 0 0 5334 1731 0 0 0 3548 1544 Total room load Air required (cfm) 0 0 0 0 7065 307 5092 226 Calculations approved bvACCA to meet all requirements of Manual J 8th Ed. AC�A wrightsoft' Right -Suite® Universal 2017 17.0.08 RSU08101 2018-Apr-06 g Page 10 EADocumnets\Wrightsoft WACIALMORE RESIDENCE.rup Calc = MJ8 Front Door faces: SE I% wrightsoft Right-J® Worksheet UNIT 2 QUICK CALCS, INC. 317 ST LUCIE LANE, FORT PIERCE, FL 34946 Phone: 772466-6799 Fax: 772466-6796 Email: QUICKCALCS@!AOL.COM Job: Date: APRIL 6, 2018 By: 1 Room name UNIT 2 BATH 2 2 Exposed wall 188.0 ft 2.0 ft 3 Room height 10.0 ft 10.0 ft heat/cool 4 Room dimensions 1.0 x 116.0 ft 5 Room area 1495.1 ft2 116.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number (Btuh/ft2-°F) (Btuh/ft2) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross NIP/S Heat Cool Gross N/P/S Heat Cool 6 --- ---- _ _- . - 13A-4ocs 2 glazing, clr low-e 2 glazing, clr low=e -- -- - 0.143 0.650 0.650 -- ne ne ne - - 4.00 0.00 18.20 -- -- 1279 0 364 ------ 699 0 538 - - 20 0 0 - 20 0 0 ~ 6- 0 0 v 44 0 0 -_--- 2.19 0.00 26.88 ----6 400 0 20 -- ----- 319 0 0 11 2 glazing, clr low-e 2 glazing, clr low-e 0.650 0.650 ne ne 18.20 18.20 26.88 26.88 20 20 0 0 361 371 533 548 0 0 0 0 0 0 0 0 - 1lu . 11DO- -------- 13A-4ocs 13A-4ocs 2 glazing, clr low-e --._-0.390 0.143 0.143 0.650 _ ne.- a se se - 10.92, 0.00 4.00 0.00 - -10.34 0.00 0.00 2.19 :- 0.00 --- - 20 0 --- -- --.Q ,, 540 0 - --20 0 490 0 _-----223 0 -- -----0 1962, 0 --- -211 0 ---- -• 0 1072 -0 - - - -0 0 0 - 0 0 -- -- -0 0 0 - - 0, 6 -- - -0 0 _ 0 - - - 0 0 - --0 0 _ 0 -' 0 0 v 2 glazing, clr low-e 2 glazing, clr low-e 2 glazing, clr low-e 0.650 0.650 0.650 se se se 18.20 18.20 0.00 -23.35 23.35 0.00 30 20 0 18 12 0 546 364 0 700 467 0 0 0 0 0 0 0- 0 0 0 0 0 0 ___._... 2glazing,clrlowe- 13A-4ocs 0.650 0.143 _se-. s 000. 0.00 .__0.00 0.00 0 0 0 0 0 0 0 0 _2.glazing, clr low-e _ - 13A flocs 2 glazing, clr low-e _ _ 0.650 - 0:143 0.650 s- sw sw --,-0 00 4.00 18.20, -- 0.00 2.19 17.79 ---- - 0 400 6 ----0 - 374 9 - __0 1496 109 . --.-0 811 107 _-- -0 0 0 --- - 0 0 0 - ---0 0 . 0 - - 0 0 0 2 glazing, clr low-e 2 glazing, clr low-e 2 glazing, clr low-e 0.650 0.650 0.650 sw sw sw 0.00 0.00 18.20: 0.00 0.00 24.33 0 0 ' 20 0 0 9 0 0 371 0 0 496 0 0 0 0 0 0 0 0 0 0 0 0 _11 D0_ - -- --- - 13A-4ocs --- ---0.390 0.143 -sw_ nw ---0.00. 4.00 --0.00 2.19 --'0 540 0 432 _ _0 1730 - - 945 --- ___0 0 - - -0 0 --- 0..-- 0 -- --0 0 2 glazing, clr low-e 2 glazing, clr low-e 2 glazing, clr low-e 0.650 0.650 0.650 nw nw nw 0.00 18.20 0.00 0.00 26.88 0.00 0 60 0 0 0 0 0 1092 0 0 1613 0 0 0 0 0 0 0 0 0 0 0 0 0 __,- _ C�_ __ 2 glazing• clr low-e 166.36ad____ -.---0.650 nw 18.20 _0.90. 26.88 -_.1.60 48 _ -_ 1494 _----0 __. 1494 _ __ 874 _ ___ 1339 _ _-_ 1290 -_2390 _ _ 0 ___ 116 __-__-_ 0 _ ._ 116 _ _ __ _ 0 -__ -104. __ 186 F 22.4tDh ---- --- - 1.358 ^- -_38.02 0.00 ._ 1494 ____j88 __-.7149 -- --0 --- 116 -- --2 - ---76 -- 0 6 c)AED excursion 398 -31 Envelope loss/gain 19629 12824 260 198 12 a) Infiltration 2550 732 27 8 b) Room ventilation 0 0 0 0 13 Intefnal gains: Occupants @ 230 0 0 0 0 Appliances/other 2800 300 Subtotal (lines 6 to 13) 22179 16356 287 506 Less external load 0 0 0 0 Less transfdr 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 22179 16356 287 506 15 Duct loads 19% 37%1 4244 5988 19% 37% 55 185 Total room load 26423 22345 342 691 Air required (cfm) 967 967 13 30 Calculations approved bvACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 29 Right -Suite® Universal 2017 17.0.08 RSU08101 2018-Apr-06 1Pag9e:11 EADocumnetslWrightsoft WACIALMORE RESIDENCE.rup Calc = MJ8 Front Door faces: SE k_L wrightsoft Right-J® Worksheet UNIT 2 QUICK CALCS, INC. 317 ST LUCIE LANE, FORT PIERCE, FL 34946 Phone: 772-466-6799 Fax 772466-6796 Email: QUICKCALCS ,AOL.COM Job: Date: APRIL 6, 2018 By: 1 Room name M WIC 2 U2 M W IC 1 U2 2 Exposed wall O ft O ft 3 Robmheight 10.0 ft heat/cool 10.0 ft heat/cool 4 5 Room dimensions Room area 5.0 x 6.0 ft 30.0 ft' 5.0 x 6.0 ft 30.0 ftz Ty Construction U-value Or HTM Area (ft') Load Area (ftz) Load number (Btuh/ft2- (Btuh/ft') or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 __ 2 glazing, clr low- 2 glazing, clr low-e 0.650 0.650 ne ne 0.00 18.20 0.00 26.88 0 ' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 2 glazing, clr low-e 2 glazing, clr low-e 0.650 0.650 ne ne 18.20 18.20' . 26.88 26.88 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 _ 13A-4ocs ?_glazing, clr low e ---.-0.390 0.143 0.650 _ne-----10.92 a e 0.00 0.00 - - 10.34 0.00 0.00 _--_._-0..__. 0 0 _-0 0 � _ _'____0 0 - 0 0 --- - -0 0 0 -- - 0 0 0 --- - 0 0 0 - Q 0 0 - -- 13A-4ocs 2 glazing, clr low-e -_ 0:143 0.650 - _ se se _- - _ 4.00 0.00 _ - 2.19 0.00 _N _.. _ . 0 0 __. 0 0 _.._ ._ ._ 0 0 . ----___ __� 0 0 . _ _ _ 0 0 _ - 0 0 _ _ _ _ 0 0 _ _ 0 0 2 glazing, clr low-e 2 glazing, cirlow-e 2 glazing; -cir low-e 0.650 0.650 0.650 se se se 18.20 18.20 0.00 23.35 23.35 10.00 d 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2glazing, clrlow7e= 13AAocs ----0.650_ 0.143 se- s _._3,00 0.00 - - 0.00: 0.00 - 0 0 -- --_0-- 0 ---0 0 - ----0--'-- 0 _0 0 ----- -Q- 0 -- -0 0 - _0 0 _ ?_glazing, clr_low_e _ 13A-4ocs . , - -, 2 glazing,'clr low-e 0,650 - ,0.143 0.650 s sw sw 0.00 ___4.06 18.20 0.00 -- 2.19 •' 17.79 0 - - - 6 0 0 - --0----. 0 0 -0 0 0 -.�. TO 0 0 . - -0_ 0 __ _ 0 0 0' 0 0 0 -__-• ___• 0 0 0 2 glazing, .clr low-e 2 glazing, clr low-e 2glazing,,cirlow-e 0.650 0.650 0.650 sw sw sw 0.00 0.00 18.20 0.00 0.00 24.33 0 0 0 0 0 0 '0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-4ocs -__. 0.390. 0.143 -_sw_: nw ____0.00 4.00 ... __.0.00 2.19 - _ _ 0 0 -- 0_ ---0 0 --- -_0 0 ..--- 0 0 - --0 0 - ---�. 0 _w._..0 0 0 2 glazing, clr low-e 2 glazing, clr low-e 2 glazing, clr low-e 0.650 0.650 0.650 nw nw nw 0.00 18.20 0.00 0.00 26.88 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C-_-- 2 olazinq, clr low-e___ 16B_30ad_ ______ -----0.650 ..._ ._ 0.032 nw _ - _ 1.8.20 -_-_Q90.._ 26:88 1.60 - ---- 0 -_-- _-30 ______0 .------- 3-0 ------- -- 0 __-____-27 ---- -_---0 .----___48 ----- --- 4 _--- _--30 --- _---0 __ So -._ . _ --0 ---- ----0 ___.38.02 __.,._ 0.00. -.___-.30 --- __0 --.-__..0 _._ _ _...0 . _ _ ._ 30 -- - -- - - -0 ---- 6 c) AED excursion -3 -3 Envelope loss/gain 27 45 27 45 12 a) Infiltration b) Room ventilation 0 0 0 0 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 27 45 27 45 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 19% 37% 0 0 0 27 5 0 0 0 45 17 19% 37% 0 0 0 27 5 0 0 0 45 17 Total room load Air required (cfm) 32 1 62 3 32 11 62 3 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. Aanl. ' Wrigl,ttsoft° Right -Suite® Universal 2017 17.0.08 RSUD8101 2018-Apr-06 13:Page 12ge 12 E:\DocumnetsXWrightsoftWAC\ALMORERESIDENCE.rup Calc = MJ8 Front Door faces: SE .t - wrightsoft° Right-J® Worksheet UNIT 2 QUICK CALCS, INC. 317 ST LUCIE LANE, FORT PIERCE, FL 34946 Phone: 772-466-6799 Fax 772-466-6796 Email: QUICKCALCS @@,AOL.COM Job: Date: APRIL 6, 2018 By: 1 Room name ENTRYU2 LAUNDRYU2 2 F)osed wall 25.0 ft 9.0 ft 3 Room height 10.0 ft heaticool 10.0 ft heat/cool 4 5 Room dimensions Room area 10.0 x 10.0 ft 100.0 ft' 9.0 x 5.0 ft 45.0 ft' Tk Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number: (Btuh/ft;°F) (Btu ft2) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/PIS Heat Cool 6 -- - - - - - ---- 13A flocs 2 glazing, clr low-e 2 glazing, clr low-e - --0- - - 0.143 0.650 0.650 - - ne ne . ne - - ---- 4.00 0.00 18.20' - . -2.19 0.00 26.88 '- -100 0 0 -'-- 80 0 0 --1 - 319 0 0 -- 174 0 0 0 0 0 0 0 0 0 0 11 2 glazing, clr low-e 2 glazing, clr low-e 0.650 0.650 ne ne 18.20 18.20 26.88 26.88 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1Ql - 11D0- 13A-4ocs 2gazing,clrlow-e- 13A-4ocs -_ 2 glazing, clr low-e -_ 0.390 0.143 0_.650 43 0.650 -ne- a a se se --_19.92 0.00 0.00 -4.0 0.00 -_ 10.34 0.00 0.00,-__.___0-_0_-0-0 _--___20 0 100 0 - _.--.20 0 100 0 ____ 223 0 466 0 _------211 0 219 0 --__. 0 0 0._._ 90 0- --__ 0 0 0_-_ 90 0 _----____0- 0 __._00 366 0 _---_. 0- 0 197. 0 _2.19 0.00 2 glazing, cir low-e 2 glazing, clr low-e 2 glazing, clr low-e 0.650 0.650 0.650 se se se 118.20 18.20 0.00 23.35 23.36 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VIl ,2,glazing, clr I9w a-- 13A-4ocs _..:___0.650 0.143 _se_ s ----- -0.00 0.00 _.--- 0.,00 0.00 _ _ _ 0 0 __ ._..,____0 6 __...._ 0 ..--- __ 0. -- _-._-- ._ -_ - 0 _. --_--. _ 0. __-.___.0 0 2-glazing, clr_low_=e---- 93A-0ocs - 2 glazing, clr low-e .__-__ 0.650 0.143 0.650 �s_ _ sw sw .._ _- 0.00 4.00 18.20 _._ 0.00 2.19 17.79 ._ ._ - _0 50 0 _.__._ .--0 50 0 ---- 0 200 0 ----_---0 109 0 - 0 - 6 0 -• - - - -0 0 0 -- ---0- 0 0 --- -- -. _0. 0 0 2 glazing, clr low-e 2 glazing, cir low-e 2 glazing, cir low-e 0.650 '0.650 0.650 sw sw sw 0.00 0.00 18.20 0.00' 0.00 -- 24.33 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -- 13A-4ocs --0.39.0 0.143 _sw_ nw 4.00 2.19 - 0 -- -- 0 0 -- _0 0 - - -- 0 0 -- - - 0 - - 0 0 --- --- --0 0 . -..-.. 0. 0 2 glazing, cir low-e 2 glazing, cir low-e 2 gla�ZZi!ng, cir low-e 0.650 0.650 0.650 nw nw nw 0.00 18.20 0.00 0.00 26.88 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 gla{ng, clr low a __- 16& pad. =---__ -. --_ _0.650 --.__0.0.32 _, - _ -__. __ _ 16.20 _-_ 0.90 _ _ 26.88 __- 1.60 _ ____- ---0 .- - - _100 --______ 0 . ---- 100 __ - - -- 0 _.. -----. 90 --- -- R -- - .-100 - -- - --_-0 -- _- -45 - 0 ------45 --- 0 40 --- 0 - - _ 72 • s -951 __ --- 0 - 45 -- --9 -- --342 .._ . 0 6 c)AED excursion -56 -47 Envelope loss/gain 2182 817 743 222 12 a) Infiltration 339 97 122 35 b) Room ventilation 0 0 1 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 500 Subtotal (lines 6 to 13) 2521 914 865 757 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 2521 914 865 757 15 Duct loads 19% 37% 482 335 19% 37% 166 277 Total room load 3004 1249 1 1030 1034 Air required (cfm) 1101 54 38 45 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. .A wrightsoft• g Right -Suite® Universal 2017 17.0.08 RSU08101 2018-Apr-06 Page 13 E:\Documnels\Wrightsoft HVAC\ALMORE RESIDENCE.rup Calc = MJ8 Front Door faces: SE 04 .P + wrightsoft Right-J® Worksheet UNIT 2 QUICK CALCS, INC. 317 ST LUCIE LANE, FORT PIERCE, FL 34946 Phone: 772-466-6799 Fax 772466-6796 Email: QUICKCALCS@,AOL.COM Job: Date: APRIL 6, 2018 By: 1 Room name NOOK U2 DINING ROOM U2 2 E).q)osed wall 13.0 ft 22.0 ft 3 Room height 10.0 ft heat/cool 10.0 ft heat/cool 4 5 Room dimensions Room area 9.0 x 12.0 ft 108.0 ftz 1.0 x 238.0 ft 238.0 ftz Ty Construction U-value Or HTM Area (ft-) Load Area (ftz) Load number (Btuh/fVVF) (Btuh/ftz) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 13A-flocs 2 glazing, clrlow-e 2 glazing,, clr low-e -- - -- 0:143 0.650 0.650, ----- ne ne ne. ------ 66 4.00 0.00 18.20 -- . -- 2.19 . 0.00 26.88 - -- ---- 0 0 0 ----- - 0 0 0 J 0 0 0 ---0 0 0 - ' -30 0- 0 - - 10 0 0 � - - 41 0' 0 0 0 11 2 glazing,. clr'low-e 2 glazing, clr low-e 0.650' 0.650 ne ne 18.20 18.20 26.8E 26.88 .0 0 0 0 0 0 0 0 20 0 -. 0 0 361 0 533 0 0.390 -ne- -- 10.92 �10.34 - - 0 --- - -0 -- - -0 - - ---0 - -0 -- - 0 - --- -0 - - V}/ 13A4ocs 2glazing, clrlow-e---- 0.143 a 0.00 0.00 0 0 0 0 0 0 0 0 0 13A-4ocs 2 glazing, clrlow=e -- '0.650 6.143 0.650 -e-- se se ---0.00 "4.00' 0.00 -----0000 - .2.19 0.00 ____ ._._0.._ 0 0 _ _._0--- 0 0 .---._0 6 0 _-...._ _.0 0 0 _._ .---.0-._---.--0------.--0 190 0 160 0 641 0 ___ 350 0 2 glazing, clr low-e 2 glazing; clr low-e' 2 glazing, clr low-e 0.650 0.650 0.650 se se se 18.20 18.20 0.00 23.35 23.35 0.00 0 0 0 0 0 0 0 0. 0 0 0 0 30 0 0 9 0 0 646 0 0 700 0 0 V)/ low-e 13A4ocs 0.143 s 0.00 0.00 0 0 0 0 0 0 0 0 -�_ 2 glazin4,.clr lower __ 13A-4ocs 2glazing, clrlow-e ----0-0 0.143 0.650 s- sw sw - 0.00 4.00 18.20 . - -0.00 2.19 17.79 ---0 40 0 - - - 0 20 0 - ---0 ' 78 0 _ -0 43 0 -- ---0 0 0 6 - 0 0 --6..-_._ 0 0 ... 0 0 0 2 glazing, clrlow-e 2 glazing, cir low-e 2 glazing, clrlow-e 0.650 0.650 0.650 sw sw sw 0.06 0.00 18.20 0.00 0.00 24.33 0 0 20 0 0 5 0 0 371 0 0 496 0 0 0 0 0 0 0 0 0 0 0 0 13AAocs 0.143 nw 0.00:.;:__ 4.00 0.00 2.19 . _-:_0 90 .__._�0 70 - - --..0 280 ___0 153 -- ---0 0 - - 0 -_-.0 0 --- 0- 0 2 glazing,. clr low-e 2 glazing, clr low-e 2 glazing, clr low-e 0.650 0.650 0.650 nw nw nw 0.00 18.20 0.00 0.00 26.88 0.00 0 20 0 0 0 0 0 364 0 0 538 0 0 0 0 0 0 0 0 0 0 0 0 0 -- -- _- 2-glazino, clr low-e _ _ 16B30ad_ _---__ --- _ 0.650 ---O:032 __nw_. , _ 18.20 _-0.90 _ - 26.88 1.60 0 -_----_108 _ 0. ^__ 108 _ 0 -_-.,97 ---.._--_- 0 -__ 178 _ -- -__0 _ _-.__-238 , _. _0 -_--_-238 _-- _ 0 2.1.$ - _.- --_0 ----381- F _Z2ktph----.-.-.- __.. 1.358 __._ ... 38.02 __:_ 0.00------ 108 - ---13 494-- -----0 -------238-----22 -- 837 -- ---0 6 c)AED excursion 265 19 Envelope loss/gain 1685 1668 2638 2005 12 a) Infiltration 176 51 298 86 b) Room ventilation 0 0 0 0 13 Intemal gains: Occupants @ 230 0 0 0 0 Appliances/other 200 0 Subtotal (lines 6 to 13) 1861 1919 2937 2091 Less extemal load 0 0 0 0 14 Less transfer Redistribution Subtotal 0 0 1861 0 0 1919 0 0 2937 0 0 2091 15 Duct loads 119% 37% 356 702 19% 37% 562 765 Total room load Air required (cfm), 2218 81 2621 1131128 3498 2856 124 Calculations approved bvACCA to meet all requirements of Manual J 8th Ed. 4=,, -rk wrightsaft' Right -Suite® Universal 2017 17.0.08 RSU08101 2018-Apr-06 3:05:29 EADocumnets\Wrightsoft HVACIALMORE RESIDENCE.rup Calc = MJ8 Front Door faces: SE g :i - wrightsoft Right-J® Worksheet UNIT 2 QUICK CALCS, INC. 317 ST LUC1E LANE, FORT PIERCE, FL 34946 Phone: 772466-6799 Fax 772.466-6796 Email: QUICKCALCS@AOL.COM Job: Date: APRIL 6, 2018 By: 1 Room name FAMILY ROOM U2 BEDROOM 6 2 Exposed wall 14.0 ft 11.0 ft 3 4 5 Room height Room dimensions Room area 10.0 ft heat/cool 1.0 x 252.0 ft 252.0 ftz 10.0 ft heat/cool 11.0 x 13.0 ft 143.0 ft' Ty Construction number U-value (Btuh/ft;°F) Or HTM (Btuh/ft) Area (ft') or perimeter (ft) Load (Btuh) Area (ft2) or perimeter (ft) Load (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 --- -13K--cT_-------- 2 glazing, clr low-e 2 glazing, clr low-e -- -0.-- 0.650 0.650 -n-e-- ne ne --- 4.-- 0.00 18.20 ---2.1-9 - 0:00 26.88 - ____6 0 0 O 0 0 V0 0 0. ---- - 0 0 0 - ----- 0 0 0 -- --- 0 0 0 - _ - 0 0 0 __- --- 0 0 0 11 2 glazing, clr low-e 2 glazing; cir low-e 0.650 0.650 ne ne 18.20 18.20 26.88 26.88 0 0 0 0 0 0 % 0 0 0 0 0 0 0 0 0 - _11D0_ _--_-_-_--- ---0.390 _ne_ ___10.92 a_ _10.34 _ -_�_ -0 __. _0 -- .._-- _-_0 -- __._._0 __----0 -' -- . _-. _0 -._ 0 ___-__0 yJ 13A4ocs glazing, I low e 0.143 a 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 - - 13AAocs 2 glazing, clr low-e _ .._.-.-0.650 0.143 0.650 -e se se ._ .0_00 4:00 0.00 .. 2.- 9 0.00 0 0 -- �- 0 0 _. - -- 0 0 - -0 0 0 . - -- 110 0 - - 90 0 - - - - 360 0 - - - 197 0 2 glazing, clr low-e 2 glazing, clr low-e 2 glazing, clr low-e 0.650 0.650 0.650 se se se 18.20. 18.20 0.00 23.35 23.35 0.00' 0 0 0 0 0 0 0 0 0 0 0 0 0 20 0 0 6 0 0 ' 364 0 0 467 0 y/ 2glazing,_clrigw.-__.__-_0.650_se--.-_0.00 13A-4ocs 0.143 s 0.00 _-_t7.00_--___.0.____._-0____- 0.00 0 0 0_.-_-.-_0-.._.___0._----.-0_._-----�-_--. 0 0 0 0 -.-Q 0 0 _2_glazinp,-clr low-e -- 13A-flocs 2 glazing, clr low-e ----0.650 0.143 0.650 __s -..__ sw sw 0.00 4.00 18.20 ---0,00 2.19 17.79 0 0 0 -------0 0 0 ----0 0 0 -----.--0 0 0 ----- 0 0 ---_--_4 0 0 ---__- 0 0 .- Q. 0 0 2 glazing, clr low-e 2 glazing, clr low-e 2.glazing, clr low-e 0.650 0.650 0.650 sw sw sw 0.00 0.00 18.20' . 0.00 0.00 24.33 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-4ocs -----0.39.0 0.143 -sw- nw 0.00. 4.00 _ 0.00 2.19 . _ ___ __0 140 - - 0 92 - ---._0 368 -_._--0 201 ----- 0 0 --- -0 0 --- 0. 0 ____._0 0 2 glazing, clr low-e 2 glazing, clr low-e 2 glazing, clr low-e 0.650 0.650 0.650 nw nw nw 0.00 18.20 0.00 0.00 26.88 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C - _ 2glazinq;plrIow-e-__------0.650_.nw___18.20-- .166 30ad-_ _ _-__-_- 0,032 _�_ _ _ 0.90 26.88.-_-__-_-_48- __ _ 1.60 _ _252 0-----__874--_--1290-_--- _ __ 252 __- _ 226 -_ _ -_ 403 0___---- 143 ______143 ----- 0-__--___--0 ___ 128 __229- F 22!40h-- 1.358 - 38.02 _.----0-00 -----252 --- 14 ---- -532 ---- 0 -- 143 - ---11 --- _418 ---- . 0 6 c)AED excursion 237 75 Envelope loss/gain 2000 2132 1271 967 12 a) Infiltration 190 54 149 43 b) Room ventilation 0 0 0 0 13 Intemal gains: Occupants @ 230 0 0 0 0 Appliances/other 900 300 Subtotal (lines 6 to 13) 2190 3086 1420 1310 Less extemal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 20 8 1211 349 14 Subtotal 2210 3094 2631 1660 15 Duct loads 19% 37% 423 1133 19% 37%1 5041 608 Total room load 2633 4227 3135 2267 Air required (cfm) 1 196 183 115 98 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. ACZN wrightsoft• Right -Suite® Universal 2017 17.0.08 RSU08101 2018-Apr-O6 Page 15 E:1DocumnetslWrightsoft WACIALMORE RESIDENCE.rup Cale = MJ8 Front Door faces: SE 9 .Or wrightsoft Right-M Worksheet UNIT 2 QUICK CALCS, INC. 317 ST LUCIE LANE, FORT PIERCE, FL 34946 Phone: 772466-6799 Fax 772-466-6796 Email: QUICKCALCS@AOL.COM Job: Date: APRIL 6, 2018 By: 1 Room name CLST 2A BATH 3 2 E�posed wall 15.0 ft 5.0 ft 3 Room height 10.0 ft heat/cool 10.0 ft heat/cool 4 5 Room dimensions Ropm area 2.1 x 13.0 ft 27.1 ft2 9.0 x 5.0 ft 45.0 ft' Ty Construction U-value Or HTM Area (ft) Load Area (ft') Load number (Btuh/ft2-°F) (Btuh/ft') or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 11 - --- 13A�ocs- 2 glazing, clr low-e 2 glazing, clr low-e 2 glazing, clr low-e 2 glazing, cir low-e 0.143 0.650 0.650 0.650 0.650 - ne ne ne ne ne - - 4.00 0.00 18.20 18.20 18.20 __.._ 2.19 0.00 ,. 26.88 " 26.88 26.88 _ - O 0 0 0 0 - 0 0 0 0 0 -O 0 0 0 0 ____---0 0 0 0 0 - - - 6 0 0 0 0- -- - -0 0 0 0 0 --- 0 0 0 0 0 -- 0 0 0 0 0 --- - 11D0 - - - - 13A-4ocs 2 glazing, clr low e -- .-0.390 0.143 0 6b0 -ne" a e __ 10.92 0.00 0.00 10.34 0.00 0.00 _ .-_----0 0 0 ---- 0 0 -- --0 0 0. -- - -0 0 0 - - - -0 0 0 ----- 0 0 0 - -0- 0 0 - - - ._0. 0 0 __�G _ _ 13A-4ocs . 2 glazing,-clrlow-e -_ 0.143 0.650 se se _ 4.00' 0.00 ` 2.19 . 0.00 20 0 .- _0 20 0 ---- 80 0 _ 44 0 0 0 -- __. _. ' 0 0 --- .-- 0 0. 0 0 2 glazing, clr low-e 2 glazing, clr low- 2 glazing, cir 0.650 0.650 0.650 se se se 18.20 18.20 0.00 23.35 23.35 . 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0, 0 0 0 0 0 0 .low-e 2glazing,_cir-low-e_._._._..--0,650_se_-_.0.00 0.143 s 0.00 1_...000.._____ 0.00 0_..._.____0 0 0 __ ___0.-.--.___ 0 0,__.__..__ 0 0_-_-_....0 0 0 0 __ 0 L13A-flocs - 2 g(azinq,_cU low_e -. 13A-4ocs -- 0.650 0.143 - s - sw ----Q-QO 4.00 - 0-00 2.19 - ---0 130 ----0 136 -- - -0 521 ------0 2M - - -- 0 50 ----0 44 - --0 176 - - -0 96 2 glazing, cir low-e 0.650 sw 18.20 17.79 0 0 0 0 6 5 109 107 2 glazing, clr lower 2 glazing,. clr low-e 2 glazing, cIr low-e 0.650 0.650 0.650 sw sw sw 0.00 0.00 18.20 0.00 0.00 24.33 '- 0 0. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -- - _11 DO--- -.- -- 13A-4ocs --- `--_ 0.390 0.143 _sw_ nw : __0.00. 4.00 _._ ._0.00 2.19 - -0 0 - - --0 0 -- -----0 0 - ---- 0 - - - - 0 0 - - -- -0 0 - - --0 0 - 0 0 2 glazing, cir low-e 2 glazing, clr low-e 2 glazing, clr low-e 0.650 0.650 0.650 nw nw nw 0.00 18.20 0.00 0.00 26.88 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C_16B 2 glazinq, clr low-e 30ad-_ ,- _ _T 0.65.0 _ . _-0.032 nw_ -_ 18.20 0.90, 26.88 .____1.60 - --0 " _ _ 26 _-__- 0 _,_26 _ - - 0 , ..... 23 0 __ _ _ 4 _ _ _42. __-- 0 ----_45-____. 0 _45,-- _._ _0 _ .-_40 _ _ _ ___0 ____.__72 F--_Y .22A toh_- - - - -1.358 .-- --38_02. -__ 0.00 _ ----26 - ---15 _ --_ 570 -- -0 -45 - - - 5 _ -- 190 - -0 6 c)AED excursion -25 46 Envelope loss/gain 1194 345 516 321 12 a) Infiltration 203 58 68 19 b) Room ventilation 10 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1398 403 584 340 Less wdemal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution -1398 403 276 88 14 Subtotal 0 0 860 428 15 Duct loads 19% 37% 0 0 19% 37% 165 157 Total room load 0 0 1 1 1024 585 Air required (cfm) 0 0 37 25 Calculations approved bvACCA to meet all requirements of Manual J 8th Ed. AWN -� wrigl7tsoft' Right -Suite® Universal 2017 17.0.08 RSU08101 2018-Apr-O6 Page 16 E:\Documnets\Wdghtsoft WAC\ALMORE RESIDENCE.rup Calc = MA Front Door faces: SE 9 t wrightsoft dw Right-M Worksheet UNIT 2 QUICK CALCS, INC. 317 ST LUCIE LAND, FORT PIERCE, FL 34946 Phone: 772-466-6799 Fax 772-466-6796 Email: QUICKCALCS@/\OL.COM Job: Date: APRIL 6, 2018 By: 1 Room name CLST 3A BEDROOM 7 2 3 Exposed wall ' Room height. 2.0 ft 10.0 ft heat/cool 26.0 ft 10.0 ft heat/cool 4 5 Room dimensions Room area ; 9.0 x 2.0 ft 18.0 ft2 11.0 x 11.0 ft 121.0 ft' Ty CoWstructlon number U-value (Btuh/ft' °F) Or HTM (Btuh/ft2) Area (ft2) or perimeter (ft) Load (Btuh) Area (ft') or perimeter (ft) Load (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 13A=flocs _-' - 0.143 nee _'- ------ 4.00' -.--TO -� 2:19 - 0 0 0 0 40 40 ------_. .-9_.. 60 88 2 glazing, clrlow a 2 glazing, clrlow-e 0.650 0.650 ne ne 0.00' 18.20 0.00 26.88 0 0" 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 2 glazing, clr low-e 2 glazing, clr low-e 11D0-_- -__ -_-- 0.650 0.650 ----0.390 ne ne -_ne-_ 18.20 18.20 __-10.92 26.88 26.88 _-10.34 . 0 0 _..--- ____0 0 0 -----�0 0 0 .. --- 0 0 0 --------0 0 0 _-_ 0 0 0 -_------ 0 0 0 ---.0- 6 0 ----- - -0 y/ �G - -..__ y/ -` 13A-4ocs 2glazing,drlowe-------0.650_8 13A-4ocs 2 glazing, clr low- 2 glazing, clr low-e 2 glazing, clr lower 2 glazing, clr low- 2-glazing, clr low-e:-_-0,650 13AAccs 2 glazinq,_clr low-e ---- 13A-4ocs 2 glazing, clrlow-e ' 2 glazing, cir.low-e 2 glazing, clrlow- 2 glazing, cG low-e 0.143 0:143 0.650 0.650 0.650 0.650 0143 -, - ---0 650 0.143 -0.650 0.650 0.650 0.650 a se se se se se Se s _ s sw' sw sw sw sw 0.00 0.00 0.00 - 0.00_._-_...u4---___- 2.19 0.00 23.35 23.35 '0.00 _»0_00 0.00 0.00 2:19 17.79 - 0.00 0.00 24.33 0 $ 0 0 0 0 --- - 0 0 --- 20 0 0; 0 .0 0 _-0--------0--.•---00..__ 0 0 0 0 0 ---- -0 0 0 -- 20'- 0 0 0 0 0 0 0 0 0 0 - - -0 0 _ -___-0 80 0 0 0 0 0 0 0 0 0 0 -'- - -0 0 -------- 44 0 0 0 0 0 0 0 0 0 0 .-�.--0 0 ._ _ _ --- 0 110 0 0 0 0 0 -_ 0---------0-------0 6 0 0 0 0 ------0 0 --_- -0 110 0 0 0 0 0 0 0 0 0 0 -- - 0 0 --. ----- 0 440 0 0 0 0 0 0 0 0 0 0 -- -- 0 0 ---- 0- 2M 0 0. 0 0 4:00 0.00, 18.20 18.20 0.00 - .0:00 0.00 _ 0.00 4.66 18.20 0.00' 0.00 18.20 -=_ -11D.0- - ------ --- oc 13AAs 0.390 0.143 -sw- nw ---0.00. 4.00 ---0.00 2.19 - - - 0 0 - -- 0 0 -- 0 6 -- _0 0 - ---0 110 ---- - 0 90 -----0 360 -- _-_0. 197 2 glazing, clr low-e 2 glazing, clr low-e 2 glazing, clr low-e 0.650 0.650 0.650 nw nw nw 0.00 18.20 0.00 0.00 26.88 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 20 0 0 0 0 0 364 0 0 538 0 2 _glazinq, clr low-e 0.650 nw 18.20 26.88 - 0 ._ 0 _-. -_ _0 i- : = 2s - _- _ ^ 120--08 7.1 6 c)AED excursion -5 76 Envelope loss/gain 172 68 2422 1332 12 a) Infiltration 27 8 353 101 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 300 Subtotal (lines 6 to 13) 199 76 2775 1733 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution -199 -76 90 34 14 Subtotal 0 0 2864 1767 15 Duct loads 119% 37%1 0 0 19%l 371/o 548 647 Total room load 0 0 1 3413 2494 Air required (cfm) 0 0 125 104 Calculations approved bvACCA to meet all reauirements of Manual J 8th Ed. -rk wrightsc3ft` Right -Suite@ Universal 2017 17.0.08 RSU08101 2018-Apr-06 13:05:29 ACC,k EADocumnets\Wrightsoft HVAC\ALMORE RESIDENCE.rup Calc = MJ8 Front Door faces: SE Page 17 0 * wrightsoft Right-J® Worksheet UNIT 2 QUICK CALCS, INC. 317 ST LUCIE LANE, FORT PIERCE, FL 34946 Phone: 772466-6799 Fax 772466-6796 Email: QUICKCALCS@AOL.COM Job: Date: APRIL 6, 2018 By: 1 Room name BATH 6 BEDROOM 5 2 dosed wall 18.0 ft 26.0 ft 3 Room height 10.0 ft heat/cool 10.0 ft heat/cool 4 5 Room dimensions Room area 6.0 x 9.0 ft 54.0 ft' 14.0 x 12.0 ft 168.0 ft' Ty' Construction U-value Or HTM Area (ft-) Load Area (ftz) Load number (Btuhlft;°F) (Btuh/ft') or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 - -- - 13A-400s -•----- - -- -- 2 glazing, clr low- 2 glazing, clr low-e -- - " 6349 0.650 0.650 -ne. ne ne _ A-6 0.00 18.20 -' 2.19 0.00 26.88 ' - - 90 0 0 --- - 70 0 0 -- 279 0 0 ` 152 0 0 120 0 20 100 0 0 ` - - 400 0 364 -- 219 0 538 11 2 glazing, clr low-e 2 glazing, clr low-e 0.650 0.650 ne ne 18.20 18.20 26.88 26.88 0 20 0 0 0 371 0 548 0 0 0 0 0 0 6 0 __-- , V}/ ! 11D0._-__------- 13A-4ocs 2 glazing, clr low e ----0.390 0.143 -ne- a e -- 10.92 0.00 �.9 _�_10.34 0.00 0.00 --0 0 0 ----___0 0 - 0 0 - ----.--0 0 - -•---0 0 Q ----- --0 0 -----0- 0 -------0 0 -G _ 13A-400s 2 glazing; clrlow-e - .0.650 0.143 0.650 _ _ se se 4.00 0.00 2.19. 0.00 _ _ 30 0 _. _ 30 0 ... -- 120 0 -- ---0 66 0 - _ 0 0 . _ -- 0 0 - .... -� 0 0 ---0 0 0 2 glazingk clr low-e 2 glazing, clrlow-e 2 glazing, clr low-e 0.650 0.650 0.650 se se se 18.20 18.20 0.00 23.35 23.35 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y/ _2 glazing, _clr ow e__..- 13A-4ocs 0.650 0.143 _ se_. s __0 00 0.00 _'_0.00 0.00 v _0 0 _.._ 0 0 _...._..__ 0. 0 0 0 0 0 6 2-4lazing, clr low-e - 13A-4ocs 2 glazing, clr low-e -- 0.650 0.143 0.650 -s- sw sw _0.00 4.00 18.20 ..-._0.00 2.19 .' 17.79 0 0 0 ---- - 0 0 --- 0 0 0 - ----0 0 0 - - -0 0 0 - - -0 0 0 --- -0 0 0 - -- -- - 0 0 0 2 glazing, clr low-e 2 glazing, clrlow-e 2 glazing, clr low-e 0.650 0.650 0.650 sw sw sw 0.00 0.00 . 18.20 '0.00 0.00 '- 24.33 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0, 0 0 0 0 0 0 0 0 - .11DO --- ---' -- 13A-4ocs ---0.390 0.143 _sw nw, ---0:00 4.00 ,_1__0:00 2.19 _ -_-_0 60 ------0 240 - ---0 131 _._�_ _0 140 - --- -0 120 --- - 0 480 -_-- 0 263 .._.-_--0 60 2 glazing, clr low-e 2 glazing, cir low-e 2 glazing, clr low-e 0.650 0.650 0.650 nw nw nw 0.00 18.20 0.00 0.00 26.88 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 20 0 0 0 0 0 364 0 0 538 0 -- Cam__ 2 glazino, clr low-e .- 16530ad_ _� - 0.650 ----_0.032 -n-.w _--"- 18.20 -_0.9,0 26.88 ---1,6.0 _ - 0 --- _ 54 - - -- -0 ---_-- _54 - --0 _.- 48 _0 -- '----86 - -- 0 ------168 - -----0 -- - -168 . - ___0 - -- -- 151. ---- 0 -__-_-269 F 22A Wh 1.358 38.02 0.00 54 18 684 0 168 26 989 0 6 c)AED excursion -61 -88 Envelope loss/gain 1743 923 2748 1737 12 a) Infiltration 244 70 353 101 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 300 Subtotal (lines 6 to 13) 1987 993 3101 2138 Less external load 0 0 0 0 14 Less transfer Redistribution Subtotal 0 0 1987 0 0 993 0 0 3101 0 0 2138 15 Duct loads 19% 37% 380 363 19% 37% 593 783 Total room load Air required (cfm) 2368 871 1356 59 3694 135 2921 126 Calculations approved bVACCA to meet all requirements of Manual J 8th Ed. _, . -Pk- wrightsoft- Right -Suite® Universal 2017 17.0.08 RSU08101 2018-Apr-06 13:055:299 E:\Documnets\Wrightsoft HVAC\ALMORE RESIDENCE.rup Calc = MJ8 Front Door faces: SE Page i- wrightsoft, Right-J® Worksheet UNIT 3 QUICK CALCS, INC. 317 ST LUd1E LANE, FORT PIERCE, FL 34946 Phone: 772-466-6799 Fax 772-466-6796 Email: QUICKCALCS@,AOL.COM Job: Date: APRIL 6, 2018 By: 1 Room name UNIT 3 BEDROOM 9 2 Exposed wall 180.0 ft 31.0 ft 3 Room height 10.0 ft 10.0 ft heat/cool 4 5 Room dimensions Room area 1441.0 ft2 11.0 x 13.0 ft 143.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number (Btuh/fts-°F) (Btuh/ft2) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 -- - 13A�tocs - - 2 glazing; clrlow-e 2 glazing, clr low-e, - -- 0.143 0.650 0.650 ne ne ne 4.00 18.20' -0.00 _. 2.19 26.88 0.00 -- 460 6 . 0 374 0 0 -'_^1496 109 0 -._ __817 161 0 --130 0 0 " - 130 0 0 - 521 0 0 �--284 0 0 11 2 glazing, clr low-e 2 glazing, clr low-e -0.650 0.650 ne ne 0.00' 18.20 0.00 26.88 0 , 20 0 0 0 371 0 548 0 0 0 0 0 0 0 0 __- - L13A4ocs 11D0 -- - -- 2 glazing, clr low-e - ---0.390 0.143 0.650.... _ne.- a e ----0.00- 0.00 �T00 -•-0.0.0 0.00 -- -0 0 --0 0 - --0 0 -- 0 0 0 - - -0 0 -- .- 0 0 o __. la 0 -_--0 0 _ 13A-4ocs - 2 glazing, clrlow-e _.- 0.143 0.650 se se _ 4.00 18.20 ----0.00 . 2.19 .. - _... 500 50 _._.__...__Q 450 0 ._._ ._- 1802 910 - ---_._. 985 1352 _.. _ _....0 0 0 _ ._.__ 0 0 -_ _.. _0 0 0 _0 0 0 2 glazing, clr low-e 2 glazing, clr low-e 2 glazing, clr low-e 0.650 0.650 0.650 se se se 0.00 0.00 0.00 .27.05 0.00 0.00 0.00 - 0. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vj! -2 glazing, dr-low_e_ _.._ 13A-4ocs .. ___0.650 0.143 _ se._.._...:000 s 0.00 _... 0.00 0.00 • __. - --_0 0 -__.,._._ . 0.. 0 __. __,._ 0 0 _ --:-- _0 0 _ -_. _., _ 0 0 _ _-- - _-_0 0 - ---- 0 0 ..._... _. 0 0 2,glazing, clrlow-e. - 13A-4ocs 2 glazing, clr low-e -----0.650. 0.143 0.650 _- s sw sw 0.00- 4.00 0.00 - -,0.00 2.19 0.00 - - . Q 400 0 ._0 360 0 . _.___ 0 1443 0 - _ __0 788 0 - - -- 70 0 --- - 0 70 0 - - ---0. 280 0 - - - -0 153 0 2 glazing„clrlow-e 2 glazing; clr low-e 2 glazing, clr low-e 0.650 0.650 0.650 sw sw sw 18.20 0.00 0.00 27.05 0.00 0.00, 19 0 0 0 0 0 351 0 0 521 0 0 0 0 0 0 0 0 0 0 0 0 0 0 _ _ _' 11D0-.__... _ -.__ 0.39.0 -sw- 10.92 _;10.34 ______20 _-__,20 ._--_-_223 __211 ___0 _.`0 ---- --G .- __ 0. 13A-4ocs 0.143 nw 4.00 2.19 500 393 1572 859 110 90 360 197 2 glazing, clr low-e 2 glazing, clr low-e 2 glazing, clr low-e 0.650 0.650 0.650 nw nw nw 18.20 0.00 18.20 26.88 0.00 26.88 60 0 47 0 0 0 1092 0 861 1613 0 1272 20 0 0 0 0 0 364 0 0 538 0 0 - - - ,2 glazinq._clr low-e-. 16B-30ad__-_, -----0.650 .-_____0.032 _ nw- � - -0.00 0.90 - 0-00 __ 1.60 - - -0 _._ __1441 0 ._ 1441 - - _ _ --1291 _- -____-23.06 - - -_____ 143 - - --0 -_._-143 --- - - 128 - ----0 __-__229 F _ .._._ 22A-tph ---- --- - _-1.358 _ -_ _ -38.02 --0.00 _ 1441. -._ _.-180 - -68" - -- 0 . - 143. . - 31. - -1179 - - 6 6 c)AED excursion 193 107 Envelope loss/gain 1 18366 11627 2832 1508 12 a) Infiltration 2442 701 420 121 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 3 690 0 0 _ Appliances/other 4500 200 Subtotal (lines 6 to 13) 20807 17517 3253 1829 Less a)demal load 0 0 0 0 14 Less transfer Redistribution Subtotal \ 0 0 20807 0 0 17517 0 88 3340 0 33 1862 15 Duct loads 1 20% 27% 4196 4765 20% 27% 674 506 Total room load Air required (cfm) 25003 967 M82 967 4014 155 2369 103 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. C 4 wrlightsoft' Right -Suite® Universal 2017 17.0.08 RSU08101 2018-Apr-06 13:05:29 �� E:\Documnets\Wrightsoft WAC\ALMORE RESIDENCE.nip Calc = MJ8 Front Door faces: SE Page 19 * wrightsoft° Right-J® Worksheet UNIT 3 QUICK CALCS, INC. 317 ST LUCIE LANE, FORT PIERCE, FL 34946 Phone: 772-466-6799 Fax 772466-6796 Email: QUICKCALCS@AOL.COM Job: Date: APRIL 6, 2018 By: 1 Room name BEDROOM 8 BATH 4 2 Eiq)osed wall 26.0 ft 4.0 ft 3 Room height 10.0 ft heat/cool 10.0 ft heat/cool 4 5 Room dimensions Room area 14.0 x 12.0 ft 168.0 ft' 1.0 x 90.0 ft 90.0 ft' Ty Construction U-value Or HTM Area (ft') Load Area (ftz) Load number (Btuh/ft{°F) (Btuh/ft) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/PIS Heat Cool 6 13A-0ocs- -- ---- 2 glazing, clr low,-e 2 glazing, cir low-e -.__0.143 0.650 0.650 ne ne ne 4.00 18.20 0.00 ._..__2.19 26.88 0.00 - - 0 0 -----0 0 0 - - .0 0 0 0 0 0 0 0 0 0 .0 0 0 11 2 glazing, cir low-e 2 glazing, cir low-e 0.650 6.650 ne ne 0.00 18.20 .'0.00' 26.88 0 , 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 - _11D0-- --- - ----- 0.390-ne_ 0.00- --0.00----- 0 - -- --0 - -0-- - 0- --_.-0-- --0 - -0 13A-4ocs 2 glazing, clrlow e 0.143 0_650 a e_ 0.00 0.00 0.00 0.00 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 ------0 0 0 _ _. 13A-4ocs. 2 glazing, clr low-e - 0.143 0.650 se se , - 4.00 18.26 '2.19"____ 27.05 .,_ o 0 _ 0 0 ___....---0 0 .•_----- p 0 __-----_0 0 _-0 0 _.-----`0 0 _0 0 2 glazing, clr low-e 2 glazing, .clr low-e 2 glazing, clrlow-e 0.650 0.650 0.650 se se se 0.00 0.00 0:00 0.00 0.00 0.00' - 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ---. _ W 2gl-!ng, clrlow-e.__-_ 13A-4ocs _.--0.650 0.143 se _ s _. _ 0.00. 0.00 _. 0.00 0.00 0 0 _. _..__.-0 0 _._ . 0 0 ._--- - -0 6 _ 0 6 _ _ _ 0 0 - ........ :-_A 0 _ _._ _0 _.. 0 - _2 glazing, cir low-e 13A-4occs - 2 glazing, clr low-e 0.650 w - 0.143 0.650 s _ _0.00 4.00 0.00 -_. _ 0.00 2.19 0.00 - - 0 120 0 ---- -0 120 0 - - - -3 480 0 - - -0 263 0 - - -0 40 0 --- -0 40 0 - --- -0 160 0 --- 0 88 0 _ sw sw 2 glazing, cir low-e 2 glazing, clrlow-e 2 glazing, ,clr low-e 0.650 0.650 0.650 sw sw sw 18.20 0.00 0.00 _ 27.05 0.00 0.00 ' 10 0 0 0 0 0 0 0 0. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13AAocs' ----0.390 0.143 _sw- nw ---10.92 4.00 _-10.34 2.19 .-----_- 140 120 480 263 0 0 0 0 2 glazing, cir low-e 2 glazing, cir low-e 2 glazing, cir low-e 0.650 0.650 0.650 nw nw nw 18.20 0.00 18.20, 26.88 0.00 26.88 20 0 0 0 0 0 364 0 0 538 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G _ 2 glazinq. clr low-e--- 16630ad_ .__...__ - --_0.650 _ .._ 0.032 nw 1= -_ ._ __0_QO _ - _-0.90 ..____0.00 __ _ 1,fi0 0 - _.__ _ 168 0 __-_ 168 ---- 0 -_ __151 .-- -- 0 - _ - _--269 --- ._ 0 . _ __- 90..-__ -• __-- 0 -90 -----___0 .. _ _- _ _81 _-__- 0 _- 144. F - 22A"toh-_ 1.358 -- - 38.02 _____0.00 -----_168 -----26 - ---989 - - -� --- 4 152 -- -0 6 c) AED excursion 85 -39 Envelope loss/gain 2464 14161 393 193 12 ion a) Infiltrati 353 101 54 16 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 2 460 0 0 Appliances/other 500 900 Subtotal (lines 6 to 13) 2817 2477 447 1108 Less •e)demal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 2817 2477 447 1108 15 Duct loads 20% 27°/u 568 674 20% 27% 90 301 Total room load 3385 3151 537 1410 Air required (cfm) 131 137 21 61 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. ,C -r wrightSOft' Right-SuiteUniversal 2017 17.0.08 RSU08101 2018-Apr-06 13:05:29 �� ®E:\Documnets\WrightsoftHVAC\ALMORERESIDENCE.rup RESIDENCE.rup Calc = MJ8 Front Door faces: SE Page 20 * wHghtsoft' Right-J® Worksheet UNIT 3 QUICK CALCS, INC. 317 ST LUCIE LANE, FORT PIERCE, FL 34946 Phone: 772-466-6799 Fax 772-466-6796 Email: QUICKCALCS@/\OL.COM Job: Date: APRIL 6, 2018 By: 1 Room name M WIC 1 U3 UTILITY ROOM 2 Eiposed wall 6.0 ft 21.0 ft 3 Room height 10.0 ft heat/cool 10.0 ft heaticool 4 5 Room dimensions Room area 5.0 x 6.0 ft 30.0 ft2 15.0 x 6.0 ft 90.0 ft' Ty Construction U-value Or HTM Area (W) Load Area (ftz) Load number (Btuh/ft�"F) (Btuh/ft') or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 11 ----- -13A4ocs _ - - 2 glazing, clr low-e 2 glazing, cir low-e 2 glazing, clr low-e 2 glazing, clr low-e - - - 0.143 0.650 0.650 0.650 0.650 ne ne ne ne ne - -4.00 18.20 0.00 0.00 18:20 2.19 . 26.88 0.00 0.00 26.88 - --- 0 0 0 0 0 ---- 3 0 0 0 0 - -- 0 0 0 0 0 O-,3 0 0 0 0 0 0 0 0 - - -0 0 0 0 0 - -0 0 0 0 0 - - 0 0 0 0 0 -0 - - --0 --- --0 - -- - - - 0 - - --0. 13A-4ocs 2 glazing,. clr low-e_--- 0.143 a 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 13A-4ocs 2 glazing, clr low-e -__ _0.650 0.143 0.650 ._.e_- se se ._.- 4:00! 18.20 - 2.19 27.05 __. _0 0 0. --___ _0 0 0 -_--_-- 0 0 _- ---__0 0 0 _ 150 0 150 0 -_.- ._.._0 601 0 --- --- _ 328 0 2 glazing, clr low-e 2 glazing, clr low-e 2 glazing, clr low-e 0.650 0.650 0.650 se se se 0.00 0.00 0.00 0.00 . 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 0 0 0 V�1 2 glazing, cirlow e_ - 13A-4ocs '- _-0.650 0.143 _se_ s -_ .._000 0.00 .-, _0.00 0.00 --."__ •.0 0 ,•_ __- -_ 0 0 . -__ "-0._ 0 :_•- 0 " 0 _P 0 - - 0 0 -.._0. 0 ---_ 2 glazinq, it low e - 13A-4ocs 2 glazing, cir low-e - 0.650 6.143 0.650 --s sw sw -- 0-00 4.00 0.00. - 0.00 .2.19 0.00 . •_-_.. 0 60 0 -- --0 60 0 - -_0 No 0 - --- 131 0 - - --0 60 0 - - - -0 46 0 -_ - 0 159 0 - 0 87 0 2 glazing, cir low-e 2 glazing, .clr low-e 2 glazing,' clr low-e 0.650 0,650 0.650 sw sw sw 18.20 0.00 0.00 27.05 0:00 0.00 0 0 0 0 0 0 0, 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 _11D0 13A-4ocs ..__0.390 0.143 sw_ nw 10.92 4.00 _10.34 2.19 _0...__ 0 - _ 0 0 _ -__0 0 _-____0 0 --___-20 0 ._-_.__20 0 _,__223- 0 ______ 211 0 2 glazing; cir low-e 2 glazing, clr low-e 2 glazing, clr low-e 0.650 0.650 0.650 nw nw, nw 18.20 0.00 18.20 26.88 0.00 26.88 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ------ 2glazind_clrlow-e 16D30ad _----_ . - _ --- 0.032 JIM - - -- 0.00--._0.000 ---0.90. --- - :1.60. -- 30 --_-- Q_0_-._-----0_ -_30 27 48 ---- 0----_--9-_--.•.-_--0__-- _._ .. --� - 90 .- ---- - -81 _-_0 - -- 1 F -- - - -22A tph" -- -- - - 1.358 -� 38,02 , 0.00 _- _ 30 ---_--6 -----�8 - -0 --- 90 ,. _ .- 21 - -- 799 0 6 c)AED excursion -7 -29 Envelope loss/gain 495 172 1861 741 12 a) Infiltration 81 23 285 82 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 577 196 2146 823 Less extemal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 577 196 2146 823 15 Duct loads 20% 27% 116 53 20% 27% 433 224 Total room load 693 249 2579 1046 Alr required (cfm) 27 11 100 45 Calculations approved bvACCA to meet all reouirements of Manual J 8th Ed. AC�A ' wrightsoft' Right -Suite® Universal 2017 17.0.08 RSU08101 2018-Apr-06 1P3age:21 E:\Documnets\Wdghtsoft HVAC\ALMORE RESIDENCE.rup Calc = MJ8 Front Door faces: SE 9 wrightsoft Right-J® Worksheet UNIT 3 QUICK CALCS, INC. 317 ST LUCIE LANE, FORT PIERCE, FL 34946 Phone: 772-466-6799 Fax 772-466.6796 Email: QUICKCALCS AOL.COM Job: Date: APRIL 6, 2018 By: 1 Room name NOOK U3 BEDROOM 10 2 3 Exposed wall Room height 17.0 ft 10.0 ft heat/cool 15.0 ft 10.0 ft heat/cool 4 5 Room dimensions Room area 10.0 x 12.0 ft 120.0 ft2 13.0 x 13.0 ft 169.0 ft2 Ty Construction number U-value (Btuh/ft2-°F) Or HTM (Btuh/ft2) Area (ft2) or perimeter (ft) Load (Btuh) Area (ft2) or perimeter (ft) Load (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 _ ; __..13A.46cs 2 glazing, clr iow a 2 glazing, clr low-e - .7-0-143 0.650 0.650 _ne.. ne ne . _.4b6 18.20 0.00 2.19 26:88 0.00 _ 70 0 0 -50- 0 0 199 0 0 909 0 0 ._-.,._..-20 0 0 _ 26 0 0 80 0 0 -------44 0 0 11 2 glazing, clr low-e 2 glazing, clr low-e 0.650 0.650 ne ne 0.00: 18.20 0.00 26.88 0 20 0 0 0 371 0 548 0 0 0 0 0 0 0 0 - V�1 1100_ _-- �.-- 13A-4ocs glazing,_dr low a ------ 0.390 0.143 0.650 _.ne- a e-- ---0.00 0.00 0.00 _. --0.00 0.00 - -p 0 __--- 0 -- • __ _0 0 - -0 0 - ---0 0 - ---0 0 --- 01 0 ______0 0 0 _. 13A flocs 2 glazing, clr low-e _ . _ _ :0.143 0.650 - se se --- 4.00 18.20' __... 2.19 27.05 0 0 0 0 0 0 0 0 130 20 110 0 440 364 241 541 2 glazing, clr low-e 2 glazing, clr low-e 2 glazing, clriow-e 0.650 0.650 0.650 se' se se 0.60 0.00 0.00 0.00 0.00 0.00 0 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 - - V+/ 2 glazing, clr low e_ 13A-4ocs - .._.._.0.650 0.143 _se s - -0.00. 0.00 s.._: 0.00 0.00 ... -- 0 0 -- - - 0 0 - - - 0 6 - -- - 0 0 - Q 6 - - - 0 0 -- -0 0 _ _0 0 W. 2 glazing,_clr low -a 13A-flocs �- 2 glazing, clr low=e 0.650 - - V.143 0.650 s sw sw 0.00 ---4.-6 0.00 _ 0.00 2:19 0.00 0 _... ____.0 0 0 _.----- _0 .0 0 .-.- _.__o 0 0 - ._.------ _-._0 0 _._ ____ 0 - 0 0 0 6 0 _ _ 0 0 0 --_-_-____ 0 0 0 2 glazing, clr low-e 2 glazing, clr low-e 2 glazing, clr low-e 0.650 0.650 0.650 sw sw sw 18.20 0.00 0.00 - 27.05 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 0 0 13A-4ocs 0.390 0.143 .._sw- nw ----10.92: 4.00 -___10.34 2.19 - ..-- 0 100 - -0 80 - ----0 320 - - -- 0 175 ---._ _.__0 0 -0 0 -- --0 0 ---0 0 2 glazing, clr low-e 2 glazing, cir low-e 2 glazing, clr low-e 0.650 0.650 0.650 nw nw nw 18.20 0.00 18.20 26.88 0.00 26.88 20 0 0 0 0 0 364 0 0 538 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 glazinq,,cir low-e 16�30ad_,--__--. 0.650 _. _-_0.032 _nw _ _� -_ 0.00 _-0.90 0.00 1 60 _ _ 0 . - -_ 120 ... _ . _ 0 _._ 120 .... _ _ _ 0 _ - 1. 8 0 _ ___192 -- _ - 0 -- _ _1.69 .- _ _ _ 0 _169 -- -- . _ 0 _ _151. .- . 0 __ __270. _F _ _..22A_tph - - --- - - - -1.358 - -- - 38.02 __---__ O.OQ -----12Q - -- - ---- -646 - - --0 - -----_169 - -- - 15 -- ---570 - - -0 6 c)AED excursion -53 -43 Envelope loss/gain 2008 1508 1606 1052 12 a) Infiltration 231 66 203 58 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 1 230 Appliances/other 500 500 Subtotal (lines 6 to 13) 2239 2074 1810 1841 Less extemal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 1025 303 14 Subtotal 2239 2074 2834 2144 15 Duct loads 20% 27% 451 564 20% 27% 572 583 Total room load 2690 2639 3406 2727 Air required (cfm) 104 115 132 118 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. ACZ29 k vyrightsoft' Right -Suite® Universal 2017 17.0.08 RSU08101 2018-Apr-06 1P3age:22 E:\Documnets\Wrightsoft HVAC\ALMORE RESIDENCE.rup Calc = MJ8 Front Door faces: SE 9 1- wrightsoft Right-M Worksheet UNIT 3 QUICK CALCS, INC. 317 ST LUCIE LANE, FORT PIERCE, FL 34946 Phone: 772-466-6799 Fax 772466-6796 Email: QUICKCALCS@/\OL.COM Job: Date: APRIL 6, 2018 By: 1 2 3 4 5 Room name FVosed wall Room height Room dimensions Room area CLST 10 13.0 ft 10.0 ft heat/cool 2.0 x 11.0 ft 22.0 ft2 BATH 5 5.0 ft 10.0 ft heat/cool 8.0 x 5.0 ft 40.0 ft2 Ty Construction number U-value (Btuh/ft;°F) Or HTM (Btuh/ft2) Area (ft2) or perimeter (ft) Load (Btuh) Area (ft2) or perimeter (ft) Load (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 11 - _ - _ V�/ -G - •- Vj! L--_-G-• F_ '13A-flocs - 2,glazing; clr'low-e 2 glazing; clr low-6 2 glazing, cir low-e 2 glazing, clrlow-6 _1.1D0___ _____---_-_ 13AAms 2 glazing, clr low__ e_ 13A-4ocs 2 glazing, clr low-e 2 glazing, cir low-e 2 glazing, clrlow-e 2glazing, cirlow-e -2. _ 13A-4acs _2 glazinp,_clr low_ e _ 13A-flocs 2 glazing, cir low-e • 2 glazing, clr low-e 2 glazing, cir low-e 2 glazing, cir low-6 11DQ-__ _-_ 13A-4ocs 2 glazing; cir low-e 2 glazing, cir low-e 2 glazing, clr low-e 2Alazino_clrlow-e_-_-__0.650-_nw--__ 16B 30ad_ -' 0.143 0.850 0.650 0.650 0.650 .------_0,390 0.143 0.650 - 0:143 0.650 0.650 0.650 0.650 �.-0.650 0143 _ 0 650. --0:143 0:650 0.650 Q650 0.650 - _-_0.390 0.143 0.650 0.650 0.650 -__._0.032 ne ne ne ne ne _ne_ a a -se se se se se se s _._s sw . sw sw sw sw sw_ nw nw nw nw -_- - 4.00 18:20 0.00 0.00 18.20 __._ 0:00 0.00 0.00 4:00 18.20 0.00 0.00 0.00 --0.99 0.00 _ ..__0.00 4.00 0;00 18.20 0:00 0.00 _.�10.92 4.00 18.20 0.00 18.20 OAO ----0.90 38_02 -v 2.19 26.88 0.00 0.00 26:88 0,00. 0.00 0.00 Yf-9 21.05 0.00' 0.00 0.00 _-_: 0.00 0.00 __ _0.00 2z19 ., 0.00. 27.05 '0.00 -. 0.00 _--10.34 2.19 26.88 0.00 26.88 -0.0.0---____0_--_-0-------- ,_-1.60 . 0.00 110 0 0 0 0 ___ __.___0 0 0 20 0 0 '0' 0 -- 9 0 __ _ _ 0 - 0 0 0 0 0 __0 0 0 0 0 .__-_22 -- --22 110 0 0 0 0 .-----_-0 0 0 20 0 0 0 0 --__---0 0 _ _ _ 0 W- y 0 0 0 0 0 _.-._ _ _0 0 0 0 0 - 22 - -13 440 0 0 0 0 _ ___0. 6 0 80 0 0 0 0 --.--0 0 -- _ 0 - -0 0 0 0 0 --'-- -__ 0 0 0 0 0 4----_--0 -_--_20 _ -494 96 161 0 0 0 _ ----0 0 0 0 0 0 0 0 0 -- 0 -_._-_-- 0 0 0. 0 0 - 0 0 0 0 ___-_-64- 241 0 0 0 0 _. 0 0 0 44 0 0 0 0 0 _---. _ _0 0 0 0 0 0 -- ----0 0 0 0 0 .__ -._ _-35 - --- 0 50 6 0 0 0 0 0 6 0 0 0 0 0 _.___�0 A - 0 0 0 0 _--__-0 0 0 0 0 0 44 0 0 0 0, _--_--- -0 0 0 6 0 0 0 0 0 __-.- ---3 0' 0 0 0 0 - ____ 0 0 0 0 0 -- 0 __ _- 40 ----5- 176 ' 109 0 0 0 --- -_0- 0 0 0 0 0 0 0 0 -- --_--0 0 0 0 0 0 _ ___0 0 0 0 0 ----_._0----._---0. -_--_36. 190 _40 - 40 6 c)AED excursion -13 -12 Envelope loss/gain 1035 307 511 310 12 a) Infiltration b) Room ventilation 176 0 51 0 68 0 19 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6 to 13) 1211 358 579 329 14 15 Less extemal load Less transfer Redistribution Subtotal Duct loads 120% 27% 0 0 -1211 0 0 0 0 -358 0 0 20% 27% 0 0 274 853 172 0 0 88 418 114 Total room load Air required (cfm) 0 0 0 0 1025 140 531 23 Calculations aDDroved bvACCA to meet all reauirements of Manual J 8th Ed. C wkghtsc fft- 2018-Apr-06 13:05:29 Right -Suite® Universal 2017 17.0.08 RSU08101 Page 23 E:\Documnets\Wrightsoft HVAC\ALMORE RESIDENCE.rup Calc = MJ8 Front Door faces: SE .' -�- wrightsoft Right-J® Worksheet UNIT 3 QUICK CALCS, INC. 317 ST LUCIE LANE, FORT PIERCE, FL 34946 Phone: 772466-6799 Fax 772-466-6796 Email: QUICKCALCS@/\OL.COM Job: Date: APRIL 6, 2018 By: 1 Room name CLST 9 M WIC 2 U3 2 E)posed wall 2.0 ft 0 ft 3 Room height 10.0 ft heat/cool 10.0 ft heat/cool 4 5 Room dimensions Room area 8.0 x 2.0 ft 16.0 ftz 5.0 x 6.0 ft 30.0 ftz Ty Construction U-value Or HTM Area (ftz) Load Area (ft') Load number (Btuh/ft? °F) (Btuh/ft') or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 _._..13A-4ocs- - __-'0.143 ne" 4.00 .._�2.19 '_ _ 20 .._..__.-20 ..- ---80 .. - - 0 - ---_- - 2 glazing, clr, low-e 2 glazing, cir low-e 0.650 0.650 ne ne 18.20 0.00 26.88 ' 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 2 glazing, cir low-e 2 glazing, clr low-e 0.650 0.650 ne ne 0.00 18.20 0.00 26.88 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 _- - _ V+/ 11D0- - 13A-4ocs 2 glazing,_clr lower_ - -- 0.390 0.143 0.650 --ne- a - -0.00 0.00 0.00 ___0.00 0.00 0.00 ------0 0 0 - -----0 0 0 - -- -0 0 0 - - 0 0 0 _--- - 0 0 --- -0 0 0 - - --0 0 0 - ----0. 0 0 �.-_. _ 13A flocs • . 2 glazing, cir low-e - 0.143 0.650 _, a se se -4.00 18.20 __ � 2.19 .- 27.05 _ - 0 0 - -- 0 0 - -, 0 0 - -- -0 0 0 0 . -- 0 0 - -;- 6 0 2 glazing, cir low-e 2 glazing, cir low-e 2 glazing, clr low-e 0.650 0.650 0.650 se se se 0.00 0.00 0.00 0.00 '0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 _..._ _ 2.glazing,-clr low-e-- 13A-4ocs -------0.650 0.143 _ se s - --0.00 0.00 - - 0.00 0.00 -- - - -0 0 --- -0 0 -- 0 -- --0 0 - ----0 0 ---- - _0 0 - --- 0 0 -0. 0 2_glazinq, clr low-e - - 13A�ocs 2 glazing, clr,low-e __--- 0.650 0.143 0.650 s 4sw sw 0.00 r4.00 0.00 0.00 -2:19 0.00 ,- -- _ 0 0 ...- ____-- 0 0 0 -_.-___-_ 0 6 .0 - --._._ _ _0 0 0 _. -._-. _ 0 0 0 0 _ .0 0 -_.0. _ 0 0 -_0 0 0 2 glazing, cir low-e 2glazing, cir low- 2 glazing, cir low-e 0.650 0.650 0.650 sw sw sw 18.20 0.00 0.00 27.05 .0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11D0_-- - - - 13A-4ocs -- 0.390 0.143 -.,sw- nw ----10.92 4.00 - 10.3-4 2.19 --- 0 0 -_0 0 - - 0 0 - - --0 0 ---- 0 0 ---0 0 ---- - 0 0 - --- -0 0 2 glazing, clr low-e 2 glazing, cir low-e 2 glazing, clr low-e 0.650 0.650 0.650 nw nw nw 18.20 0.00 18.20 26.88 0.00 26.88 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C__ _•-- Zglazinq,_cirlow-e__-__-_-0.650 16B Oad--____ _---- - _._-0.032 _nw ---: - 0_00..___0.00 ---_0.90. -'�1,60 .._0 -_ _--_16 0 __ -----16 0. _--- ----14 0 _ -___ 26 0, -_-30 0 0 0 224tPh-- --- -- -1.. -- - -30.02 _ _ 0.00 16 - --- _2 _ _ _76 - - ----0 ---30 0 -- -0 - -- 0 . -- - --- 6 c)AED excursion -3 -2 Erfvelope loss/gain 170 67 27 46 12 a) Infiltration 27 8 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 198 75 27 46 Less extemal load 0 0 0 0 14 Less transfer Redistribution Subtotal 0 -198 0 0 -75 0 0 0 27 0 0 46 15 Duct loads 120% 27% 0 0 20% 27% 5 13 Total room load Air required (cfm) 0 0 0 0 32 1 59 3 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrightsaft' RightSuite® Universal 2017 17.0.08 RSU08101 2018-Apr-06 13:05:29 �� E:\Documnets\Wrightsoft WAC\ALMORE RESIDENCE.rup Calc = MJ8 Front Door faces: SE Page 24 ry - wrightsoft, Right-J® Worksheet UNIT 3 QUICK CALCS, INC. 317 ST LUCIE LANE, FORT PIERCE, FL 34946 Phone: 772-466-6799 Fax: 772-466-6796 Email: QUICKCALCS@AOL.COM Job: Date: APRIL 6, 2018 By: 1 Room name DINING ROOM U3 FAMILY ROOM U3 2 E)posed wall 20.0 ft 20.0 ft 3 Room height 10.0 ft heat/cool 10.0 ft heat/cool 4 5 Roam dimensions Room area 15.0 x 13.0 ft 195.0 ftz 1.0 x 328.0 ft 328.0 ft2 Ty Construction U-value Or HTM Area (ftz) Load Area (ftz) Load number, (Btuh/f?z-°F) (Btuh/ftz) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 13A�ocs 2glazing, clr low-e 2 glazing, cir low-e 0.143 0.656 0.650 ne2.19 ne ne 18.20 0.00 26.88 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0' 0 0 0 0 0' 11 2glazing, clrlow-e 2 glazing, cir low-e 0.650 0.650 ne ne 0.00 18.20 0.00. . 26.88, 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 J1D0. --=- - - 2 glazing, clr low- ----0.390 0.143 0.650 _-.ne a e_ ._O.OQ 0.00 0.00 ,_.- 0.00 0.00 0.00 --- --_0 0 0 -- --_0 0 0 - --- -0 0 0 ___0 0 0 - ___0 0 0 --- 0 0 - - -0. 0 0 - _0 0 0 L13A4ocs __G- 13A-4ocs 2 glazing, clr low-e _ 0.143 0.650 se se __ _ 4.00' 18.20 2.19 27.05 150 30 120 0 480 546 263 811 50 0 50 0 200, 0 109 0 2 glazing, clr low-e 2 glazing, cir low-e 2 glazing, clrlow-e 0.650 0.650 0,650 se se se 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 - - y! 2 glazing, clr low a -- 13A-4ocs --- 0.650 0.143 _ se _ s 4_-.O.OQ 0.00 . 0.00 0.00 - - 0 -- - 0 0 - -- ---0 0 . -- --0 0 - -- --0 0 - - - -- 0 -- --- -0 0 -- - - -0 0 -L-G- 2 4lazin4,'clr low-e 13A-4ocs 2 glazing, cir low-e - - -0_650 0.143 0.650 - S - Sw sw -- -Q:00 4.00' 0.00 __ - 0-0Q . 2.19 0.00 - 0 v. 50 0 _ _ 0 - 31 0 _ -- - 0 - 123 0 - - -0 67 0 - --- 0 0 -- - 0 0 - -- 0 0 -- - 0 0 2 glazing, cir low-e 2 glazing, clr low-e 2 glazing, clrlow-e 0.650 0.650 0.650 sw sw sw 18.26 0.00 0.00 27.05 '0.00 0.00 19 . 0 0 0 0 0 351 0 0 521 0 0 0 0 0 0 0 0 0 0 0 0 0 0 �..-_0.390 _sw _._.10.92 -___10;34 -.-•- __0 ------ __0 _._..._�._0 -- --__-_0. --- ---.-- 0 ._ _ Q _-____0 150 13A4ocs. 0.143 nw 4.00 2.19 0 0 0 0 _-_0 103 411 -_.-- 225 2 glazing, cir low-e 2 glazing,'clr low-e 2 glazing; `clr low-e 0.650 0.650 0.650 nw nw nw 18.20 0.00 18.20 26.88 0.00 26.88 0 0 0 0 0 0 0 0 0 0 0 0 0 0 47 0 0 0 0 0 861 0 0 1272 -_- - 2 alazinq., clr lower - 16B30ad - -- 0.650 0.032-_- _nw 0.00 0.90, - 0.00 v_- 1,60____.. - _ 195_____-_195_-._._175-_____3.12-_-_-_328 -- -- - _0 -- -- -0 - -- ---0 ____.328___ - --0 __294.____--525. - -- 0 _._.___ 1.358 . __ __ 38.02, _..- 0.00 __._-_ 195 _ .____20 _ ---- 760 ------_0 ---------328 20 -__-- 760 --------0 6 c)AED excursion -103 303 Envelope loss/gain 2435 1871 2527 2434 12 a) Infiltration 271 78 271 78 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 1000 900 Subtotal (lines 6 to 13) 2707 2949 2798 3412 Less external load 0 0 0 0 14 Less transfer Redistribution Subtotal 0 0 2707 0 0 2949 0 22 2820 0 8 3420 15 Duct loads 20% 27% 546 802 20% 27% 569 930 Total room load Air required (cfm) 3252 1261163 3751 3389 131 4350 189 ' Calculations approved bVACCA to meet all requirements of Manual J 8th Ed. Wrrightsaft' Right -Suite® Universal 2017 17.0.08 RSU08101 2018-Apr-06 3:05:9 ACCk E:\Documnets\Wrightsoft WAC\ALMORE RESIDENCE.rup Calc = MJ8 Front Door faces: SE Page 2 Duct System Summary Job: wrightsoft Date: APRIL 6, 2018 UNIT 1 By: QUICK CALCS, INC. 317 ST LUCIE LANE, FORT PIERCE, FL 34946 Phone: 772-466-6799 Fax 772-466-6796 Email: QUICKCALCS@AOL.COM For. ALMORE RESIDENCE, TC CUSTOM HOMES 20025 SOUTHERN STAR DRIVE, FORT PIERCE, FL External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual -air flow Total effective length (TEL) Heating 1.00 in H2O 0 in H2O 1.00 in H2O 0.500 / 0.500 in H2O 1.000 in/10011 1550 cfm Cooling 1.00 in H2O 0 in H2O 1.00 in H2O 0.500 / 0.500 in H2O 1.000 in/100ft 1550 cfm 229 ft Name Design (Btuh) Htg (cfm) Clg (cfm) Design FR Diam (in) H x W (in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BATH 1 h 1077 47 20 1.000 5.0 Ox 0 VIFx 37.2 135.0 st10 BEDROOM 2 c 2685 93 119 1.000 7.0 Ox0 VIFx 19.2 115.0 st5 BEDROOM 3 h 4004 174 144 1.000 7.0 Ox0 VIFx 40.2 135.0 st10 BEDROOM c 2688 89 119 1.000 7.0 Ox0 VIFx 19.2 115.0 st5 DINING ROOM h 2487 108 106 1.000 7.0 Ox0 VIFx 24.8 115.0 st5 FAMILY ROOM h 2131 92 88 1.000 6.0 Ox0 VIFx 40.5 135.0 st10 FOYER -A c 2967 105 131 1.000 7.0 Ox0 VIFx 47.1 140.0 St11 KITCHEN c 3105 12 138 1.000 7.0 Ox0 VIFx 40.7 135.0 st10 LAUNDRY h 1297 56 51 1.000 6.0 Ox 0 VIFx 18.8 115.0 sty LIVING.ROOM c 2770 89 123 1.000 7.0 Ox0 VIFx 68.3 160.0 st12 LIVING ROOM -A c 2770 89 123 1.000 7.0 Ox0 VIFx 68.3 160.0 st12 Mwlc1 h 891 39 14 1.000 4.0 Ox0 VIFx 49.3 140.0 st11 M WIC 2 c 73 2 3 1.000 4.0 Ox0 VIFx 47.7 140.0 st11 MASTER BATH h 5727 249 146 1.000 7.0 Ox0 VIFx 44.8 140.0 st11 MASTER BEDROOM h 3533 153 113 1.000 7.0 Ox0 VIFx 68.6 160.0 st12 MASTER BEDROOM -A h 3533 153 113 1.000 7.0 Ox 0 VIFx 66.1 160.0 st12 C wri htsoft° 2018-Apr-0613:05:35 9 Right -Suite® Universal 2017 17.0.08 RSU08101 AM E:\Documnets\Wrightsoft HVAC\ALMORE RESIDENCE.rup Calc = MJ8 Front Door faces: SE Page 1 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk st12 Peak AVF 485 471 1.000 735 11.0 0 x 0 VinlFlx st11 st11 Peak AVF 879 766 1.000 953 13.0 0 x 0 VinlFlx st6 st6 Peak AVF 879 766 1.000 953 13.0 0 x 0 VinlFlx st10 Peak AVF 325 390 1.000 714 10.0 0 x 0 VinlFlx sty st5 Peak AVF 671 784 1.000 851 13.0 0 x 0 VinlFlx Name Grill Size (in) Htg (cfm) Clg (cfm) TEL (ft) Design FR Veloc (fpm) Diam (in) H x W (in) Stud/Joist Opening (in) Duct Matl Trunk rb3 Ox 0 1550 1550 0 0 0 0 Ox 0 VIFx C wri htsoft® 2018-Apr-0613:05:35 �. 9 Right -Suite® Universal 2017 17.0.08 RSU08101 Page 2 ZC� E:\Documnets\Wrightsoft WAC\ALMORE RESIDENCE.rup Calc = MJ8 Front Door faces: SE 'Y e - wrightsoft Duct System Summary UNIT 2 QUICK CALCS, INC. 317 ST LUCIE LANE, FORT PIERCE, FL 34946 Phone: 772-466-6799 Fax 772-466-6796 Email: QUICKCALCS ,AOL.COM Project• • For: ALMORE RESIDENCE, TIC CUSTOM HOMES 20025 SOUTHERN STAR DRIVE, FORT PIERCE, FL Job: Date: APRIL 6, 2018 By: Heating Cooling External static pressure 1.00 in H2O 1.00 in H2O Pressure losses 0 in H2O 0 in H2O Available static pressure 1.00 in H2O 1.00 in H2O Supply / return available pressure 0.500 / 0.500 in H2O 0.500 / 0.500 in H2O Lowest friction rate 1.000 in/100ft 1.000 in/100ft Actual,airflow 967 cfm 967 cfm Total effective length (TEL) 177 ft SuPply Branch Detail Table Name Design (Btuh) Htg (cfm) Clg (cfm) Design FR Diam (in) H x W (in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BATH 2 c 691 13 30 1.000 5.0 Ox 0 VIFx 19.0 135.0 st8 BATH 3 h 1024 37 25 1.000 5.0 Ox 0 VIFx 34.7 135.0 st9 BATH 6 h 2368 87 59 1.000 6.0 Ox 0 VIFx 16.3 115.0 st3 BEDROOM 5 h 3694 135 126 1.000 7.0 Ox0 VIFx 21.0 135.0 st8 BEDROOM 6 h 3135 115 98 1.000 7.0 Ox0 VIFx 36.3 135.0 st9 BEDROOM 7 h 3413 125 104 1.000 7.0 Ox0 VIFx 41.6 135.0 st9 DINING ROOM U2 h 3498 128 124 1.000 7.0 Ox 0 VIFx 19.8 115.0 st4 ENTRY U2 h 3004 110 54 1.000 6.0 Ox 0 VIFx 5.8 95.0 FAMILY ROOM U2 c 2113 48 91 1.000 7.0 Ox 0 VIFx 34.7 135.0 st9 FAMILY ROOM U2-A c 2113 48 91 1.000 7.0 Ox 0 VIFx 17.8 115.0 st4 LAUNDRY U2 c 1034 38 45 1.000 6.0 Ox 0 VIFx 10.1 115.0 st3 M WIC 1 U2 c 62 1 3 1.000 4.0 Ox0 VIFx 11.5 115.0 st3 M WIc.2 U2 c 62 1 3 1.000 4.0 Ox0 VIFx 12.4 115.0 st3 NOOK U2 c 2621 81 113 1.000 7.0 Ox 0 VIFx 21.5 135.0 st8 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk st4 Peak AVF 501 534 1.000 680 12.0 0 x 0 VinlFlx st9 Peak AVF 325 319 1.000 736 9.0 0 x 0 VinlFlx st4 st3 Peak AVF 356 379 1.000 694 10.0 0 x 0 VinlFlx st8 Peak AVF 229 270 1.000 611 9.0 0 x 0 VinlFlx st3 C wri htsoft° 2018-Apr-0613:05:35 �.,.• 9 Right -Suite® Universal 2017 17.0.08 RSU08101 Page 3 i4CCA E:\Documnets\Wrightsoft HVAC\ALMORE RESIDENCE.rup Calc = MJ8 Front Door faces: SE Name Grill Size (in) Htg (cfm) Cig (cfm) TEL (ft) Design FIR Veloc (fpm) Diam (in) H x W (in) Stud/Joist Opening (in) Duct Matl Trunk rb4 ''. Ox 0 967 967 0 0 0 0 Ox 0 VIFx wri htsoft° 2018-Apr-06 13:05:35 .9 RightSuite® Universal 2017 17.0.08 RSU08101 Page 4 �� E:\Documnets\Wrightsoft HVAC\ALMORE RESIDENCE.rup Calc = MJ8 Front Door faces: SE _* _ Duct System Summary Job: wrightsoft� Date: APRIL 6, 2018 UNIT 3 By: QUICK CALCS, INC. 317 ST LUCIE LANE, FORT PIERCE, FL 34946 Phone: 772-466-6799 Fax 772-466-6796 Email: QUICKCALCS@AOL.COM Project• • For: ALMORE RESIDENCE, TC CUSTOM HOMES 20025 SOUTHERN STAR DRIVE, FORT PIERCE, FL External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 1.00 in H2O 0 in H2O 1.00 in H2O 0.500 / 0.500 in H2O 1.000 in/100ft 967 cfm Cooling 1.00 in H2O 0 in H2O 1.00 in H2O 0.500 / 0.500 in H2O 1.000 in/100ft 967 cfm 157 ft Supply Branch Detail Table Name Design (Btuh) Htg (cfm) Clg (cfm) Design FR Diam (in) H x W (in) Duct Mat[ Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BATH 4 c 1410 21 61 1.000 6.0 Ox 0 VIFx 16.7 135.0 st7 BATH 5• h 1025 40 23 1.000 5.0 Ox 0 VIFx 32.9 115.0 st2 BEDROOM 10 h 3406 132 118 1.000 7.0 Ox 0 VIFx 38.7 115.0 st2 BEDROOM 8 c 3151 131 137 1.000 7.0 Ox0 VIFx 20.9 135.0 st7 BEDROOM 9 h 4014 155 103 1.000 7.0 Ox0 VIFx 37.7 115.0 st2 DINING ROOM U3 c 3751 126 163 1.000 8.0 Ox0 VIFx 15.2 115.0 st1 FAMILY ROOM U3 C 2175 66 94 1.000 7.0 Ox 0 VIFx 9.9 115.0 st1 FAMILY ROOM U3-A c 2175 66 94 1.000 7.0 Ox 0 VIFx 32.9 115.0 st2 M WIC 1 U3 h 693 27 11 1.000 4.0 Ox0 VIFx 19.7 135.0 st7 M WIC21J3 c 59 1 3 1.000 4.0 Ox0 VIFx 9.9 115.0 st1 NOOK 03• c 2639 104 115 1.000 7.0 Ox0 VIFx 22.0 135.0 st7 UTILITY ROOM h 2579 100 45 1.000 6.0 Ox0 VIFx 11.5 115.0 st1 Supply Trunk Detail Table Trunk Htg CIg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk st7 Peak AVF 283 323 1.000 732 9.0 0 x 0 VinlFlx st1 st2 Peak AVF 392 339 1.000 719 10.0 0 x 0 VinlFlx st1 Peak AVF 575 628 1.000 800 12.0 0 x 0 VinlFlx C . wri htsoftD 2018-Apr-0613:05:35 A5�. • 9 Right -Suite® Universal 2017 17.0.08 RSU08101 Page 5 &. E:\Documnets\Wrightsoft HVAC\ALMORE RESIDENCE.rup Calc = MJ8 Front Door faces: SE _V. — . fi Name Grill Size (in) Htg (cfm) Clg (cfm) TEL (ft) Design FIR Veloc (fpm) Diam (in) H x W (in) Stud/Joist Opening (in) Duct Mad Trunk rb5 Ox 0 967 967 0 0 0 0 Ox 0 VIFx 05 .� Page 6 '' wrightsoft® Right -Suite® Universal 2017 17.0.08 RSU08101 2018-Apr-06 13:age 6 )CA E:\Documnets\Wrightsoft WAC\ALMORE RESIDENCE.rup Calc = MJ8 Front Door faces: SE -- A8 f i SIOZ o E Bad I Sdo0 al! ►� 3AI333 L6V-VL 3JVd HOV3 SIVIDNI 2N3WO1sno L to L 30Vd bb'1& N�OH1f10S 5000Z NOI1dNOS3a sn1 USN00 3NO dnouo uo_30:pas!na�i LL/LLIL0:a;ea :Aq pannalnab 0�2N :Q`d0V 0_121 :ti IW sessm waiemp ZO L 'sessmi moi 00£ 3 = V4 :a1e3S L6M7L :aweN 6u1nnela -oul ssnli sjegwe40 B eqj jo f3!I!q!Su0ds9a ay) S1 el1a;!a0 u61Saa 'laau!6ue anon( pue;uawlledep 6u!pllnq ayj U11M anoge unnoys VIa3112t0 NJIS30 4JOA L 1,0Z 083 01 swa0;uo0 ON puelsl aapieg 0 tioBele0 einsodx3 anito!a;Saa uON:!I tioBele0 6u1P1Ing (13S010N3 adA(i 6u1P11ng 80-17Z 3y61aH uea!N;say61H -jepl!nq Aq 6upaayS '9'0 PJOLIO wo3409 'aaP1lnq Aq 6ullaayS 9'0 Paogo dol ydw09l, paedg puiM gZ• ao;oed uol;eanQ Z'L L£ PeOl IVlol S OL peas POLIO wOROg )u9aanouo0-uON 01. an1-1 POLIO =1308 Z11 I L Peaa Paoyo doi OZ an1-1 paogo dot '.1.0.N 100H Ascl ul 6ulpeol ;ooa MPH lelaaieW 6ug0ou OL-L 30SV Pu!M P!agAq 0-0/SNdMW Poy;aye u6!sad pu!M OLOZ-L 30SV elielpO u6lsaa pulM AiNnoo 310n1 is }uawliedaa 6u!pl!ng 31 m 1NIVS /quno0 V11:1311N0 NJIS3a Z'4 XMIN Z'£6/0'Z6 �o 31y1s 0 I," ZO£4`98Z-ZLb PIMS awrtsorr. . 4�Lg g9trZlL xed ZL0Z-294-Z1L eweld�o� " Z£65- 45�008 £Z49'Z8B4£ BPuoldtaPJeld hod enuenV Jepuee10 906£ ONI ssami sv3swvm . ass v, ims Ol 9399nai l WM 43aanI im mmvi 31n' lnOAVj S1H1 ON/Sn Small lBS.LON oa •9vdepoO esne0 use sllp'sessllsq uo speol pe3equeaup0 Asir" •' Aug Jo ltWe3sul Sugoa 'poolsAld 10 ilas3s ao gUIM P000 oa winbs pus gwnld 3e9 eq 3snW eonm.L ' &WBP'3/J*riVdW0pai l�edpees+9ptmi eeg3�u ossmtL •sessn4 8ulpes ego{eq Alenllep uo pepnloul 3ell0ed uoge u PPI sy3 )o slus3uoa sq' ApMS v03aele ssng etp yo fRliglstodsou eg► el put R3jedwd pus. e111 eves use pus peulnbw suits Sujatwq 3ueusuued pus Aiwodwel -ebdelloa jooa ul 11new usa os op o3 sunlit; lea we Astp eiojeq oupseulSue jed jellgeBo3 peue3s% aq 3enw sessnq Aid eidgjnW n e .. U:LLTU ZooZ - 4 V01MBdIASNV eaS=.L Poo/Jt PGpauuo0 e{eld Ie1sW euien uo8oligspoo 1od soallNlsuodsea uO seullopinePapuawwcQ@,H PUV WgPeelS IsuogeN„ led a1s saIUIlVlsuodsot u8lsa0.1L •appold'Alunoo epny lu" aq Illm uolpe 4one Aug Ioy onuaA 0169 OLD Ie41 Battle settled eta'ulela4 01 paugpl aluautAed Io Iopunalatl Payslwnl swell 941'1UGWa6tBe e141 Bulwa6vo6 uoll"Bllit Aug yo luene B1ggueldloal a4I Aq spew aq lepalew tol wauufed ul Unelop 11 '0e01 eAawoUa ourmloul sseupolgopul Lone And 01 sewBa peuBluepun Gill PUG lepalow Buplaoet AMua Aug Aq esnil SMU1940. ol pemo ssoupolgopul Ile pus Aug 10 enp uetim womAed soeluetane All8UOMPuooun pauSlotepun ayl lepslgw g141101 UPeto 8ulpUgxg Bawl mcituatio yo UORSJGPisum ul'd . 'UIg1sq suuei Its of woula ulla Galolsuohays GILL uo WOUPAAue slsBWl Io oin)eu81S's •Guual u1411m Pled IOU owns JIB X4 papPa Gg UMl e1!1040 oof&fss tpuow led'% 7/I.L -spew pewg IOU ptewAed 10 JusnG ul GuolpGllm I01 Bay G A@wogn elcovoseal asrUj etagweyo And of sasJ89 pauBlatopun au_L smnq psieopgey to AtaAIIGP yd000s louveo IaAnq U AIen119P IQ aleP pelnpo4os Is spew aq Aelu Golonul 'Aanllap uq. �)eu 10 swlel u141Po Pled pus Ale/pap uo spew aq ltlm aolonul -eopd elgeuoos e s1J 9141 Y e. 'ou if 10 'ol Palau wne e41 10 o9rul'Wagwe40 01 H30210 3SVHOHnd ode's •ssnll stagwe40 Aq pofuRU3 aq Aew Guolslnat 1o1 aa1 tno41sd 09$ v to 114) ul spew ale 996veuo Aug B aBuyo of pefgns at molaq L 4de18eted dl umo4s se Wild '9 .suonlpum ape 01 enp algoa Bulmol tot osm.L wagwa4o of elglsuodaw at Ja7 8 •sasarui 10 kanllap 1ol paledald IOU 21 jah e O AIGA110eual p e loud to uodse9 gO(s6ng sill tenllape, 01 sey swat Wagwe4011 s II P I IIIPP ; GI I 'Aluo /uenllop dwnp 1ol Blglauodsel aq plm Swat ategwcy0'AlGNlaP tot e11a q0( eta 10Aatped a 10 site qo( ayl to Appgellns silt oul"olop of Alpo4lne slog a419e4 swat Glagwe4o' N. P 1ol al9ellne ells qof s41 g4SW of N11191euodew,glaAnq sill el 11 'Gila qo( of sl AIGA1100 '9 'VOINA q ld1 Aq hays Atewwns .C" IS0S.l01dleoal eGBpalmoulpe PauBlvepun s41'p 'uopdo alagwe4019'gassngaeqlo a(nlUsgns of io'paulnbGu wledw ul6eq of 4o14m ul SAep ssau`14nq (0) Ge1y19A04 Uays eswl wagwego peyslwry at aoPou uepµm Lions Juana 841 ul•Pamolte aq Iilm saBteyaxoeq au 1e41 aaalBe pouBiwapun aqJ NDApep }o eAsP (ol) uel ul4llm sewl smgwa40 of Ilew palpllsa Aq PePlnold 91 sopou ueppm molun 'S. ,pauBlslepun a41 Aq pGWaA uasq GAe4 InoAel s141 ul suol9uawlP IIV'Z oussrul a41;o uolleopgel Iryssaoons BululuuGlaP 1o1 Alpoylne slog GL4 at PLIM 'InoAal wet6elp Juawaoeld asnA s141 41Im eouepl000s ppis ul spew oq lipGe"rui I ewe n .&.�Aoun out I I I r if mvi Ol a3HOblld 3�]b SONIM"I ssm:j1 zm i I 'Muawavvv9�,Pvq waNtlW 'Bulao�9 to»lot vnonN)um pZ 4)M »lava uo /Z to 4.8 Aw D I. P 0 omit ODe to p»4D d./. YD aunt .. 6661d to D»., un..s 'v-n W to P.. --I 41oa D ,' vl-Ivne 1lo - ' to Iag dD) Duo u4I laog �lBNd to D»4a wa)loy YI /MDY IW Z/ pa /• y41. -1 l moil Dl uM yaDD 6BBId yaDaD of »IN»YI nm1/�eDlaB 00 xvW .9e 00 xvvi „bZ nNI e-oa Bulame ID»lot veronunuo my imsm aO 14 %Ba .Z/1 .sx.9 '2131V1 HO NOI.LVlN1SNl ONIanO Hn000 NVO 3Hnllvd 3411 esm ONv AanrNI'dOOIJ d0 Bldn11Vd NI 1IMN NVO NMOHS SV HOVIIY 013Nmrvd 'a3011118 3Hl dO A1111SISNOcIS31A SH1 SI SNOVBAE)SId HOV11V 01110SV18IVIN31VW 1IV130 NOV9.lJJld ALI8V13 HOd NMOHS ION SONVHH3AO 11VAa 2GNbOO AlNO 4-.L BWJVf tl3Ntl0a l 1 nGNa'a'o.r[ K0 ONItl33NgN3 n OeANVle 33B NL aar3ae wx 3ur 1POAV N0031d71BN3W10 aV Q JY.%11 bSlH d1k NZ/L 6-Xi? I .Z/L LL-.ZZ NZ/L t-1 I NUL 9-.Ll l ..Z-.£ I Nlrf L I I — ,.--�� v'SNV-Id `. W02J3 NOLVIA10 31VOIGNI J.t/W �R J.33n33dvo 03AOIHD ; 3 39 .1SnW �? N�J3ONOO 3dIO3dS / 30 3�Jd Sd3dv 01.Q O,• loToniN00 0/V aw 737777371 ONlaning P77 17770 S1N3W3?JIN03?i NaiS3a 0/V aNV 3a00 omming Lwm ion3N00 Ni 39 lvw SINi 0/V ?J3Ni0 ,INV NOJ ?10 JOON 3Ni NI GNI3 aNVl-I ?HIV NOA a3MOIS3a lON INV S3SSflNi 3S3Ni 'inn., vn SINi,' NO 3?J3iimisii a310N SS3nNn -0 _L O tV 'il --a -1 GI t-1 'd 4-4 it I '4V -palle1sul sae sessnil aaolaq ly6lay pejeolpul }e d I 01lna 'sieu 916ue ewo0 o sgel epino •umogs se aq Jsnw 908N aapllO 6uI1(IIeO -ebeNoed buijeaul6ue ui alnpaps a0109uu00/ja6uey Gas su011091Ju00 ssn.11 o} ssmi ao j ..Z/1 E X .1Z9l'0=P9I IS X11SvV0=P01 •c r�srrorr QnlrtPWIll nn g 0111n11qul IVIOUO2 IOI o5umord 5ullaaui2uq PsepuVIS Ol I3JDI aSealdx P91-0Z P91-8 Z-9ZHQH1 D'ilo ONDll ssnu1 O .103 slaualsz3 ssnll pa!1I130 103 slaualsn3 Q1 JOSMH edit 8uT611103 sand PolinD 11m01is �iu Iuajx0 (.XV'vf `1Vri11J VAG J Y(..511r1--i 1 ajnpailaS 3a ueg NioNdl-I v S1NiGjNcd3?J n SH38WVM3 Ae 531d7d JLV39 N3AVi 38 isnIN 38VO N0I1d-nb1SN1 W103dS 'SN011033?13&41 MOHS S30021 W13H '1]5 ]�iv aoa, ul ag Cs I1g q ?J3d (130 El (INV ®�HJVII d J8 1Sf1W SJt; f5H d1 >iJb8 �lJJld eM aea `saapeala `sllem 6uijeaq pee st II`d 111V13G JNI�33NION3 I d k ns ouo HiON3 saa6uuu W SUB.11S 01 paliIHu AjAJUoad W 1sj8.10 pa��aq MAU ay4 1i4un 0a001111a4 uo pu + + a 8 1 NI e8Z - ll LZ JO �]V8 �I3®b3�JdS `d �10=1 30N` AGV NI 2JOltJ%013dO 3NVI:10 H11M 39N`d RJV 1T 'NV3d 3Hi A9 .0£ NVHi 2N90NOI SNVdS H11M S3sSnal 1d11 lNOO 0 t`I �l li ) Aom s141 ssnil alas jolojado auD'D 16mul 'Aom s141 ssnq slag IOlDiado auon Islsul 'gojDW lou ADw s6,; 'aid WDxa oD 61 611{1 )ou 6Dw YYnJ) inoA '-Idwoxp uo el ..,j posn auwo it Aam guilt lag aq 1snW sand 'Pesn auoJD p ADM s144 lag aq lsnw 6"JI SOB Ci 21331 2d IS39 Oi 2N331b uod; to Zit aura x0id ND UDds aUln 6P1 4— Oi Bee JrNpeaaaS uedS I09 01,0£ SSG'JO��. / saa.l6ap pC ® ssal aouedS 10£ a001d O3HSINId aAOSV .0-f£L dO 1HS13H V 1V uamina A9 O3llddns sassnui A9 cauinnu JNI NV38 OVOI S31V01ONI 2NOOld O3HSINId 3n08V .0-.0L d01HJ13H V 1V Gmin9 .l9 O311ddnS S3SSn2N1 Ae (Min03a SNRNvae aVOi S3IVOIONI a310N SV id30X3 'C�31N30 NO :O-.Z iv 13S 39 Oi iv S3SSn,Ji 7v 310N 0N10ddS •sessruj 6u!llelsu! suosied Ile Aq uoguape lepeds u9n16 Pew aq pinoys;eyj s6uluaeM AjejeS a;!j sepuepl logwAs s!yi JNMJVM A13_ VS 3JI1 =® :91 pollelgu; Gq ppe sassmi a41 aleym Alledoid eylto uogdposaP I08e194l 03NHn13H 9 03NOIS SI IN3W33HOV SIH1111Nf1031HV1S 3S IONNVO 9399OHl 1N3W33u!Dy N011V012113V=1 Lumber design'*41 s are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Site Information: Customer Info: GROUP ONE CONSTI Lot/Block: Address: 20005 SOUTHERMSTAR - City: FORT PIERCE Subdivision: State: FL MITek USA, In 6904 Parke East Blvd. S0UTHEAnWR"Ildo- Tel 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: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 102 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name Date No. Seal# Truss Name Date 1 IT137893501A 4/16/18 118 1 T13789367 1 G4 4/16/18 12 I T13789351 I All 14/16/18 119 1 T1 3789368 1 G5 14/16/18 13 1 T13789352 1 ATA 14/16/18 120 1 T13789369 1 G6 14/16/18 14 I T137893531 B 14/16/18 121 1 T1 8789370 1 G7 14/16/18 15 1 T13789354 1 D 14/16/18 122 .1 T13789371 1 G8 14/16/18 16 I T13789355 1 D1 14/16/18 123 1 T13789372 1 GR5 14/16/18- 17 1 T13789356 1 D2 14/16/18 124 1 T13789373 1 GRA 14/16/18 18 1 T13789357 I D3 14/16/18 125 1 T13789374 I G RA1 14/16/18 19 1 T13789358 I D4 14/16/18 126 1 T13789375 I GRB 14/16/18 I LO 1 T13789359 I D5 14/16/18 127 1 T13789376 I GRC 14/16/18 Ill I T1 3789360 1 D6 14/16/18 128 1 T13789377 I GRD 14/16/18 112 1T13789361 I D7 14/16/18 129 1T13789378 I GRE 14/16/18 I 113 1 T13789362 I E 14/16/18 130 1 T13789379 1 GAG 14/16/18 114 1 T13789363 1 G 14/16/18 131 1 T13789380 1 GRK 14/16/18 115 1 T13789364 1 G1 14/16/18 132 1 T1378938,1 1 G R R 14/16/18 116 1 T13789365 1 G2 14/16/18 133 I T13789382 I J 1 14/16/18 117 1 T1 3789366 1 G3 14/16/18 134 I T13789383 I J3 14/16/18 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSl/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTews customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. ECEIVE APR 3 0 2016 BY• 116IG Y i •�G�ElvS .•�ii�� No 22839 6904, Parke EastBlvd. Tampa FL 33610 Date: April 16,2018 Finn, Walter 1 of 2 N L RE: 74497 - 20005 SOUTHERN STAR Site Information: Customer Info: GROUP ONE CONSTRUCTION Project Name: 20005 SOUTHERN STAR Model: Lot/Block: Subdivision: Address: 20005 SOUTHERN STAR City: FORT PIERCE State: FL No. I Seal# I Truss Name I Date No. Seai# Truss Name Date 35 IT13789384IJ4 4/16/18 178 1 T13789427 1 PBB 4/16/18 136 I T13789385 I J5 1 4/16/18 179 1 T13789428 1 PBC 1 4/16/18 137 I T13789386 I J5C 1 4/16/18 180 1 T13789429 1 PBD 1 4/16/18 138 I T13789387 I J7 1 4/16/18 181 1 T13789430 1 PBE 1 4/16/18 139 I T13789388 I J7C 1 4/16/18 182 1 T13789431 1 PBF 1 4/16/18 1 140 I T13789389 1 JA 1 4/16/1.8 183 1 T13789432 1 PBG 1 4/16/18 141 I T13789390 1 JA3 1 4/16/18 184 1 T13789433 1 PBH 1 4/16/18 142 1 T13789391 1 JA4 1 4/16/18 185 1 T13789434 1 PBK 1 4/16/18 143 1 T13789392 1 JC5 1 4/16/18 186 1 T13789435 1 PBL 1 4/16/18 144 I T13789393 1 JE 1 4/16/18 187 1 T13789436 1 PBM 1 4/16/18 145 I T13789394 1 JE3 1 4/16/18 188 1 T13789437 1 PBN 1 4/16/18 1 146 1 T13789395 1 K 1 4/16/18 189 1 T13789438 1 PBO 1 4/16/18 147 1 T13789396 1 K1 1 4/16/18 190 1 T137894391 R 1 4/16118 148 1 T13789397 1 K2 1 4/16/18 191 1 T13789440 1 R 1 1 4/16/18 1 149 1 T13789398 1 K3 1 4/16/18 192 1 T13789441 1 R2 1 4/16/18 150 1 T13789399 1 K4 1 4/16/18 193 1 T13789442 1 R3 1 4/16/18 151 1 T13789400 1 K5 1 4/16/18 194 1 T13789443 1 R4 1 4/16/18 152 1 T13789401 1 K6 1 4/16/18 195 1 T13789444 1 R5 1 4/16/18 153 1 T13789402 1 K7 1 4/16/18 196 1 T13789445 1 R6 1 4/16/18 154 1 T13789403 1 K8 1 4/16/18 197 1 T13789446 1 R7 1 4/16/18 155 1 T13789404 1 K9 1 4/16/18 198 1 T13789447 1 V4 1 4/16/18 1 156 1 T13789405 1 K9A 1 4/16/18 199 1 T13789448 1 V8 1 4/16/18 157 1 T13789406 1 KJ7 1 4/16/18 1 100 1 T13789449 1 VA 1 4/16/18 158 1 T13789407 1 KJ7C 1 4/16/18 1 101 1 T13789450 1 VB 1 4/16/18 159 I T13789408 1 KJA 1 4/16/18 1 102 1 T13789451 1 VC 1 4/16/18 160 1 T13789409 1 KJB 1 4/16/18 1 1 1 1 1 1 1 161 1 T13789410 1 KJE 1 4/16/18 162 1 T13789411 1 KJF 1 4/16/18 163 I T13789412 1 L 1 4/16/18 164 I T13789413 I L1 1 4/16/18 165 I T13789414 I L2 1 4/16/18 166 I T13789415 I L3 1 4/16/18 167 I T13789416 I L4 1 4/16/18 168 I T13789417 I L5 1 4/16/18 169 I T13789418 I L6 1 4/16/18 170 I T13789419 I L7 1 4/16/18 171 I T13789420 I L8 1 4/16/18 172 T13789421 1 MV2 1 4/16/18 173 T13789422 1 MV4 1 4/16/18 174 1 T13789423 1 MV6 1 4/16/18 175 T13789424 1 MV8 1 4/16/18 176 T13789425 1 MV10 1 4/16/18 177 1 T13789426 1 PBA 1 4/16/18 2of2 Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR � T13789350 74497�j A HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Apr 16 10:12:20 2018 Page 1 I D: B4h5MBmOpx?MT9hX8GzMj9zz51I-4t_uFOxhU DfHrfQUXodl3cXcR8VDQmSsH I Ks57zQAUf 1-312 5.10-9 1ao-o 14-11-8 1s•o-1s 23a-12 24-11-8 1.3.12 4.6-13 4-1-7 4-11-8 4-1-7 4.6-13 1.3-12 q 0 rT?17F4ggY�! m 8 m Io 3x6 = 6x4 = 3x4 = 3x4 = 3x8 = 6x10 // 1-3-12 24-11-8 1•a0 1040 , 14-11-8_2.�r1�-8 1 40 B-8-4 4.11-8 03-12 8-&4 0+3-12 1.0-0 Plate Offsets (X Y)-- [2.0-7-9 0-3-0] [2:0-0-0 0-1-15] [4:0-5-4 0-2-0] [7.0-0-0 0-1-15] [9:0-7-9 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.10 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.27 12-13 >999 240 BCLL 0.0 Rep Stress incr YES WB 0.48 Horz(TL) 0.04 9 Na n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Wind(LL) 0.05 10-12 >999 240 Weight: 133lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-11-2 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 13=924/0-7-8, 9=923/0-7-8 Max Harz 13=-240(LC 10) Max Uplift 13=-616(LC 12), 9=-558(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 420/0, 2-3=-413/241, 3-4=-1040/1048, 4-5=-888/1018, 5-6=-1040/1048, 6-7= 423/241, 7-8=-421/27 BOT CHORD 1-13=-53/327, 12-13=-860/1099, 10-12= 590/920, 9-10= 855/990, 8-9= 63/328 WEBS 2-13=256/539, 3-13=-840/960, 3-12=-225/330, 4-12— 142/266, 5-10=-147/266, _6-10=2271330, 6-9=-,839/959, 7-9=-256/539 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft B=150ft L=100ft; eave=l ift Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(l) 9-7-3 to 10-0-0, Exterior(2) 10-0-0 to 14-11-8 zone; cantilever 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 616 lb uplift at joint 13 and 558 lb uplift at joint 9. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MR•EK REFERANCE PAGE MI17473 rev. 10/03/2015 BEFORE USE Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type r City Ply 20005 SOUTHERN STAR � T13789351 74497 Al ROOFTRUSS 1 1 Job Reference (optional) urlamoers i runs, inc., r-on rlerce, t-L 8.130 s Mar 11 2018 MI I eK Industries, Inc. Mon Apr 16 10:12:20 2018 Page 1 I D:B4h5M BmOpx?MT9hX8GzMj9zz5il-4t_uFOxhUDfHrtQUXodl3cXYOBNgQmdsH I Ks57zQAUf 1-3-12 8.5-12 12-5-12 i6-5.12 23-7-12 24-11-8 1-3.12 7-2-0 4-0-0 4-0-0 7-2-0 1-3-12 Scale = 1:45.1 3x5 � 5x8 = 5x8 = 3xb 1-3-12 1.0-0 B-512 16.5-12 23-11-8 24-11-8 1-0-0 7-2-0 B-0-0 7-5-12 1-0-0 0-3-12 Plate Offsets (X,Y)-- [1:0-2-10,0-1-8], [2:0-3-8,Edge], [8:0-3-8,Edge], [9:0-2-10,0-1-8], [10:0-0-13,0-1-9], [11:0-0-0,0-1-12], [12:0-2-0,0-3-4], [14:0-0-0,0-1-12], [14:0-2-0,0-3-4], [15:0-0-13,0-1-91 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.40 12-13 >675 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.71 12-13 >379 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.47 Horz(TL) 0.03 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Wind(LL) -0.38 13-15 >707 240 Weight: 122 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-8 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 2-2-0 oc bracing: 12-13. JOINTS 1 Brace at Jt(s): 16 REACTIONS. (lb/size) 15=1066/0-7-8, 10=1066/0-7-8 Max Horz 15= 293(LC 10) Max Uplift 15=-506(LC 12), 10=-448(LC 12) Max Grav 15=1238(LC 18), 10=1238(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 441/114, 2-3— 1747/778, 3-4= 1432/822, 6-7— 1428/822, 7-8=-1742/778, 8-9=-389/114 BOT CHORD 1-15— 313/491, 13-15=-315/381, 12-13=-455/1520, 10-12=-314/452, 9-10= 314/452 WEBS 2-15= 1497/1160, 2-13=193/1144, 3-13=0/402, 7-12=0/402, 8-1 0=-1 486/1160, 8-12=-193/1109, 4-16= 1537/1036, 6-16=-1537/1036 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=l ift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-6-1, Interior(1) 9-6-1 to 12-5-12, Exterlor(2) 12-5-12 to 22-0-15 zone; cantilever 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) 120.0I15 AC unit load placed on the top chord, 12-5-12 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7, 4-16, 6-16 7) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-13 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 506 lb uplift at joint 15 and 448 lb uplift at joint 10. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 16,2018 A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/032015 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 not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mire k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobficatiom storage, delivery, erection and bracing of busses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informadon available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Plexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 20005 SOUTHERN STAR A T13789352 74497 ATA ROOFTRUSS 8 1 Job Reference (optional) uriauwerb i iubb, uiC., run r-WICU, rL 8.13U S mar 11 ZUlti MI I eK Inrlustrles, Inc. mon Apr 1b 10:12:21 2018 Page 1 • I D: B4h5MBmOpx?MT9hXBGzMj9zz5ll-Y4YGSjxKFXn8Sp?h5V8—cp4j7Xj39Dt? Wy3PdZzQAUe 14-12 &5-12 12-5-12 16-5-12 23-7-12 24-11-B 1-3-12 7-2-0 4-0.0 4-0-0 7-2-0 1-3-12 Scale = 1:45.7 3x5i 5x8 = Sx8 = 3x5 � 1-3-12 1-0-0 6-612 16-5-12 23.11-8 24.11-B 1.0-0 7-2-0 B-0-0 7-5-12 1-0-0 0-3-12 Plate Offsets (X,Y)— [1:0-2-10,0-1-8], [2:0-3-8,Edge], [8:0-3-8,Edge], [9:0-2-10,0-1-8], [10:0-0-13,0-1-91, [11:0-0-0,0-1-12], [12:0-2-0,0-3-4], [14:0-0-0,0-1-12], [14:0-2-0,0-3-4], f 15:0-0-13,0-1-91 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 0.49 Vert(LL) -0.40 12-13 >675 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.71 12-13 >379 240 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.03 10 n/a n/a BCDL 10.0 Code FBC2014lTP12007 Matrix -MS Wind(LL) -0.38 13-15 >705 240 Weight: 123 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-10 oc purlfns. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 2-2-0 oc bracing: 12-13. JOINTS 1 Brace at.Jt(s): 16 REACTIONS. (lb/size) 15=1066/0-7-8, 10=1066/0-7-8 Max Harz 15= 299(LC 10) Max Uplift 15= 506(LC 12), 10=-448(LC 12) Max Grav 15=1237(LC 18), 10=1237(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-444/115, 2-3=-1749/780, 3-4=-1434/824, 6-7=-1430/824, 7-8=-1744/780, 8-9=-390/115 BOT CHORD 1-15=-315/493, 13-15=-313/384, 12-13=-455/1522, 10-12=-314/453, 9-10=-314/453 1 WEBS 2-15=-1486/1161, 2-13— 193/1144, 3-13=0/402, 7-12=0/402, 8-10_ 1486/1161, 8-12— 193/1108, 4-16= 1531/1030, 6-16= 1531/1030 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft B=15011t; L=1001t; eave=l ift; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-6-1, Interior(1) 9-6-1 to 12-5-12, Exterior(2) 12-5-12 to 22-0-15 zone; cantilever 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) 120.0Ib AC unit load placed on the top chord', 12-5-12 from left end, supported at two points, 5-0-0 apart. 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-O.tall by 2-0-0 wide will fit between the bottom chord and any other members: 6) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7, 4-16, 6-16 7) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-13 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 506 lb uplift at joint 15 and 448 lb uplift at joint 10. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Walter P. Finn PE No.22838 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 ® WARNING - Verify design paremeters and READ NOTES ON THIS AND INCLUDED MfrEK REFERANCE PAGE MQ-7473 rev. 10/0302015 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 not a truss system. Before use, the building designer must verlfy the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 2231A. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR ' T13789353, 74497 B COMMON 2 1 Job Reference (optional) �.ninruers r rusts, mu., run rrerce, rL 1-3-12 6.00 12 3x10 II 2 3x4 = 8 7-4-4 7 5x6 = mi 3u s iviar i i zui a mu i eK inausmes, Irlc. Nlon Apr it) 1 u:i z:zz zui a rage 1 7-4-4 11-3-12 Scale = 1:30.2 1-0-0 1 3-12 8-8-0 16-4-0 17-4-0 1-0-0 013- 2 7-4-4 7-8-0 1-0-0 Plate Offsets (X Y)-- [1:0-2-0 Edgel [2:0-0-14 0-1-12] [2:0-0-2 1-1-0] [4:0-0-2 1-1-0] [4:0-0-14,0-1-12], [5:0-2-O,Edge], [6:0-0-0,0-1-12], [7:0-3-0,0-3-01, [8:0-0-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.04 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.10 6-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2014TrPI2007 Matrix -MS Wind(LL) -0.03 7-8 >999 240 Weight: 62lb FT=20%. LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=641/0-7-8, 6=641/0-7-8 Max Horz 8=-208(LC 10) Max Uplift 8= 445(LC 12), 6=-387(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2— 515/64, 2-3=-661/570, 3-4= 661/570, 4-5=-514/64 BOT CHORD 1-8=-270/529, 7-8=-270/528, 6-7=-270/528, 5-6=-270/528 WEBS 2-8= 703/1068, 3-7=0/295, 4-6— 703/1068 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. ll; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 445 lb uplift at joint 8 and 387 lb uplift at joint 6. Walter P. Finn PE Nc.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE 11111-7473 rev. 10/03P2015 BEFORE USE. Design valid for use only with MftekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mite W Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, MANSi/113I1 Quality Criteria, DSB-89 and SCSI Bullding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218, N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR a T13789354 74497 D SPECIAL 1 1 Job Reference (optional) u amuers r fuss, Inc., MR YrerCe, f-L ts.1JU s mar 11 zui is Mr I eK Inausiries, mc. mon Apr lb 1 u:lz:z3 zUtts Page 1 I D:B4h5MBmOpx?MT9hXBGzMj9zz5ll-USfOtPzan81si793CwAShEgWLXVd3il_GYW iSzQAUc 7-6A 14-11-9 22.4.7 29-9-6 37-4-0 T66-10 7-4-14 7.4-14 7-4-14 7-6-10 Scale: 3/16'=1' 46 = 3x4 = 4x6 = 3x4 = 3x4 11 4x6 = 3x4 = 4x5 = 1 2 17 3 18 4 5 19 6 20 7 8 T" i 7 14 11 is iF is 12 in 9 3x6 II 4x5 = 3x6 = 3x8 = 3x4 = 3x6 = 7-6-10 14-11-9 22-4-7 29-9-6 7-6-10 7-4-14 7-4-14 7-4-14 Plate Offsets (X,Y)-- [3:0-3-0,Edge), [6:0-3-0,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TOLL 20.0 Plate Grip DOL 1.25 TO 0.92 Vert(LL) -0.17 12-13 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.43 12-13 >999 240 BOLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2014[TP]2007 Matrix -MS Wind(LL) 0.25 12-13 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 16=1371/Mechanical, 9=1371/0-7-8 Max Uplift 16=-830(LC 12), 9= 830(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-1303/1105, 1-2=-1681/1305, 2-4=-2471/1846, 4-5=-2471/1845, 5-7=-2471/1845, 7-8=-168111305, 8-9=-1303/1106 BOT CHORD 13-15=-1305/1681, 12-13=-1846/2471, 10-12= 1305/1681 WEBS 1-15= 1553/2005, 2-15— 973/929, 2-13=-716/956, 4-13=-393/447, 5-12= 393/432, 7-12= 716/956, 7-10= 973/929, 8-1 0=-1 553/2006 45 = 3x6 II 7-6-10 PLATES GRIP MT20 244/190 Weight: 217 lb FT = 20 Structural wood sheathing directly applied or 4-4-13 oc purlins, except end verticals. Rigid ceiling directly applied or 5-5-4 oc bracing. 1 Row at midpt 1-15, 2-13, 4-12, 7-12, 8-10 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18;, MW FRS (directional) and C-C Exterior(2) 0-1-12 to 9-8-15, interior(1) 9-8-15 to 37-2-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 830 lb uplift at joint 16 and 830 lb uplift at joint 9. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MTTEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use ody with MITek6 connectors. This design Is based only upon parameters shown, and is for on Individual building component, not Wit a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall budding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent braving MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of misses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type r Qty, Ply 20005 SOUTHERN STAR ` T13789355 74497 D1 SPECIAL 1 1 Job Reference (optional) cngmoers i russ, Inc., I-arr Fierce, rL b.1 au s mar 11 zu1 b Mt t eK mausines, inc. Man Apr lb lu:lz:z4 zuiu rage i px9MT9hX8GzMjgz7511-yfD051_CYSgj KGjGmdhhESi BeILMX?RCwl4EuzQAUb 29-9-6 37-4-0 7-4-14 7-6-10 Scale: 3116°=1' 4x5 = 3x4 = 3x6 = 3x4 = 3x4 11 3x6 = 3x4 = 4x5 = 1 2 17 3 18 4 5 19 6 20 7 8 16 15 __ 13 12 10 - 9 3x6 11 4x5 = 3x6 = 3x8 = 4x5 = 3x6 II 3x4 = 3x6 = 7-6-10 14-11-9 22-4-7 29-9-6 37-4-0 7-6-10 7-4-14 7-4-14 7-4-14 7-6-10 LOADING SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP ,(psf) TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.15 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.36 12-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(fL) 0.06 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Wind(LL) 0.19 12-13 >999 240 Weight:231 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-1 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-11-8 oc bracing. WEBS 1 Row at midpt 1-16, 8-9, 1-15, 2-13, 4-12, 7-12, 8-10 REACTIONS. (lb/size) 16=1 371 /Mechanical, 9=1371/0-7-8 Max Uplift 16=-830(LC 12), 9=-830(LC 12) Max Grav 16=1417(LC 17), 9=1407(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-1304/1106, 1-2— 1420/1090, 2-4=-2075/1542, 4-5= 2063/1541, 5-7=-2063/1541, 7-8=-1408/1090, 8-9=-1304/1106 BOT CHORD 13-15=-1090/1420, 12-13=-1542/2075, 10-12=-1090/1408 WEBS 1-1 5=-1 386/1809, 2-15=-975/931, 2-13=-638/851, 4-13=-393/446, 5-12=-392/431, 7-12= 637/850, 7-10=-974/931, 8-10=-1386/1794 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=l lft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 9-8-15, Interior(1) 9-8-15 to 37-2-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 lost 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, with BCDL = 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 830 lb uplift at joint 16 and 830 lb uplift at joint 9. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MIT15KREFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITek8 connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Job Truss Truss Type , Qty, Ply 20005 SOUTHERN STAR • T13789356 74497 D2 MONO HIP 1 1 Job Reference (optional) Ur�dmoers I runs, Inc., run rreiue, rL t5.1JU s Mar I I ZUIIS NII I eK Inaustrres, Inc. Man Apr la lu:lz:z4 ZUla rage i ' ID:B4h5MBmOpx?MT9hX8GzMj9zz5ll-yfDO51_CYS9jKGjGmdhhESiAGiryMTcRCwl4EuzQAUb 6-11-11 13-0-0 21-1-15 29-2-1 37-4-0 6-11-11 6-0-6 8-1-15 8-03 8-1-15 Scale: 3/16°=1' 5x6 = 3x4 = 3x6 = 3x4 = 4x5 = 4 5 21 622 23 7 8 3x4 11 3x6 = 3x4 = 3x6 = 4x4 = 3x6 11 4x8 113x4 = 6-11-11 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TIC 0.76 BC 0.54 WB 0.91 Matrix -MS DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft Ud -0.16 12-14 >999 360 -0.39 12-14 >999 240 0.08 9 n/a n/a 0.18 14-15 >999 240 PLATES GRIP MT20 244/190 Weight: 221 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or5-1-10 oc bracing. SLIDER Left 2x6 SP No.2 2-6-0 WEBS 1 Row at midpt 8-9, 5-14, 7-12, 8-10 REACTIONS. (lb/size) 1=1376/Mechanical, 9=1376/0-7-8 Max Horz 1=386(LC 12) Max Uplift 1=-794(LC 12), 9=-872(LC 12) Max Grav 1=1493(LC 17), 9=1512(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3= 2424/1889, 3-4=-2087/1673, 4-5= 1855/1587, 5-7=-1991/1667, 7-8=-1391/1110, 8-9=-1364/1212 BOT CHORD 1-15=-2047/2200, 14-15=-2047/2200, 12-14=-1667/1991, 10-12=-1110/1391 WEBS 3-14=-425/562, 4-14=-318/542, 5-14=-378/164, 5-12=-326/541, 7-12=-745/800, 7-10_ 947/1020, 8-10= 1460/1828 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuli=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=1501h L=100fh eave=l ift; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 13-0-0, Exterior(2) 13-0-0 to 26-6-15 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1:60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 794 lb uplift at joint 1 and 872 lb uplift at joint 9. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Btvd. Tampa FL 33610 Date: April 16,2018 Q WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 10/032015 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 not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, seeANSI/TPI l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety Information avallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type , Qty Ply 20005 SOUTHERN STAR T13789357 74497 D3 MONO HIP 1 1 Job Reference (optional) Chalnbers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Apr 16 10:12:25 2018 Page 1 I D: B4h5M BmOpx?MT9hX8GzMj9zz5l I-Qrnnl5_gJmHaxQISKLCwmfFMD9BO5ySbRal dmKzQAUa 8-2-0 15-0-0 22-5-15 29-10-1 37-4-0 8-2-0 6-10-0 7-5-15 7-4-3 7-5-15 4 5 7 8 48 11 3x4 11 3x6 = 3x4 = 4x4 = 3x6 11 3x8 = 3x6 = 15-0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TOLL 20.0 Plate Grip DOL 1.25 TO 0.68 Vert(LL) -0.15 12-13 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.34 12-13 >999 240 BOLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.08 9 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix -MS Wind(LL) 0.16 13-15 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD SLIDER Left 2x6 SP No.2 2-6-0 WEBS REACTIONS. (lb/size) 9=1376/0-7-8, 1=1376/Mechanical Max Harz 1=445(LC 12) Max Uplift 9=-884(LC 12), 1=-782(LC 12) Max Grav 9=1548(LC 17), 1=1511(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP -CHORD 1-3=-2443/1850, 3-4=-1984/1546, 4-5=-1751/1506, 5-7= 1735/1424, 7-8= 1167/937, 8-9=-1407/1241 BOT CHORD 1-15=-2091/2229, 13-15=-2091/2227, 12-13=-1424/1735, 10-12=-937/1167 WEBS 3-15=0/257, 3-13= 585/712, 4-13=-284/494, 5-12=-414/595, 7-12=-748/842, 7-10=-983/1068, 8-10_ 1374/1712 PLATES GRIP MT20 244/190 Weight: 231 lb FT = 20% Structural wood sheathing directly applied or 3-11-8 oc puriins, except end verticals. Rigid ceiling directly applied or 5-1-2 oc bracing. 1 Row at midpt 8-9, 3-13, 5-13, 7-12, 7-10, 8-10 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft L=100ft; eave=l ift; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 15-0-0, Extedor(2) 15-0-0 to 28-6-15 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 884 lb uplift at joint 9 and 782 lb uplift at joint 1. 3/16"=l' Wafter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33810 Date: April 16,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE -- Design valid for use only with MITek6 connectors. This design Is based only upon parameters shown, and is for an Individual building component not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricanom storage. delivery, erection and bracing of trusses and truss systems, seeANSI/IPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexanddo. VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR T13789358 74497 D4 MONO HIP 1 1 Job Reference (optional) uuaniuerb cubs, urc., run rrerce, rL • , 8-6-0 m I 0 M IOU s Mar 11 za1 a MI I eK maustnes, mc. Ilion Apr 1 o 1 u:l z:za zU1 b rage 1 8-6-0 b 6-9-15 Ii 6-8-3 I3 6-9-15 9 16 1b 14 14 I 12 eb 11 zb 10 4x8 11 3x4 II 4x6 = 3x8 = 3x4 = 44 = 3x6 II 3x6 = 8-6-0 , 1 Scale=1:73.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.15 14-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.44 14-16 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.08 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Wind(LL) 0J8 14-16 >999 240 Weight:241 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-11-11 oc bracing. SLIDER Left 2x6 SP No.2 2-6-0 WEBS 1 Row at midpt 9-10, 3-14, 6-14, 6-12, 8-12, 8-11, 9-11 REACTIONS. (lb/size) 10=1376/0-7-8, 1=1376/Mechanical Max Harz 1=504(LC12) Max Uplift 10=-898(LC 12), 1=-768(LC 12) Max Grav 10=1574(LC 17), 1=1522(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-2478/1832, 3-5= 1869/1416, 5-6=-1638/1422, 6-8=-1505/1236, 8-9= 980/796, 9-10=-144411271 BOT CHORD 1- 1 6=-2160/2285, 14-16=-2160/2285, 12-14=-1236/1505, 11-12=-796/980 WEBS 3-16=0/310, 3-14=-748/846, 5-14=-177/414, 6-14=-313/268, 6-12=-506/645, 8-12=-757/885, 8-11= 1044/1118, 9-11 =-1 329/1635 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=liit; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Intedor(1) 9-7-3 to 17-0-0, Exterior(2) 17-0-0 to 30-6-1 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 898 lb uplift at joint 10 and 768 lb uplift at joint 1. WalterP. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev, 10/03/2015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of indivldual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection andbracingof trusses and muss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke Easr Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR T13789359 74497 D5 MONO HIP 1 1 Job Reference (optional) Chaplbers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 16 10:12:272018 Page 1 I D:B4h5MBmOpx?MT9hX8GzMj9zz5ll-M EvXjnO4rNXI BkSgRmFOr4KdwyrBZrjtuuW krDzQAUY 7-2-11 13-2-10 19-0-0 25-1-15 31-2-1 37-4-0 7-2-11 5-11-15 5-9-6 6 6-1-15 6-0-3 9 6-1-15 7 10 Scale=1:71.1 1I 26 16 21 15 zit 14 _ 13 za 12 ou 11 4x10 11 3x4 = 4x6 = 3x8 = 3x6 =' 3x4 = 4x4 = 3x6 11 11-0-9 19-0-0 25-1-15 31-2-1 37-4-0 11-0-9 7-11-7 6-1-15 6-0-3 6-1-15 Plate Offsets (X Y)-- [1:0-6-4 Edgel [4:0-3-0 Edge] [6:0-3-0,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.23 15-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(TL) -0.45 17-20 >982 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(TL) 0.08 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Wind(LL) 0.19 15-17 >999 240 Weight:261 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or-3-11-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or4-10-7 oc bracing. SLIDER Left 2x6 SP N6.2 2-6-0 WEBS 1 Row at midpt 10-11, 5-15, 7-15, 7-13, 9-13, 9-12, 10-12 REACTIONS. (lb/size) 11=1376/0-7-8, 1=1376/Mechanical Max Horz 1=563(LC 12) Max Uplift 11= 913(LC 12), 1= 753(LC 12) Max Grav 11=1634(LC 17), 1=1592(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-2603/1794, 3-5=-2411/1683, 5-6=-1781/1345, 6-7=-1566/1304, 7-9= 1351/1092, 9-10= 843/677, 10-11=-1515/1304 BOT CHORD 1-17=-2203/2415, 15-17=-1815/2064, 13-15=-1092/1351, 12-13= 677/843 W EBS 3-17=-305/517, 5-17=-326/480, 5-15=-792/806, 6-15=-235/480, 7-15=-412/418, 7-13=-640/731, 9-13= 809/989, 9-12= 1144/1167, 10-12= 1309/1630 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24fh B=150ft; L=100ft; eave=l ift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Intedor(1) 9-7-3 to 19-0-0, Extedor(2) 19-0-0 to 32-6-15 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.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 913 lb uplift at joint 11 and 753 lb uplift at joint 1. Water P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MH-7473 rev. 1010312015 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. not �9 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �A MiTek* k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSI/TPI I Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss.Type Qty Ply 20005 SOUTHERN STAR ' T13789360 74497 D6 MONO HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Apr 16 10:12:28 2018 Page 1 ` ID:84h5M BmOpx?MT9hXSGzMj9zz51i-rQTvw7ljchf9ou11 ?TmdOltvCMBm I KN 17YGH NfzQAUX 7-2-11 14-2-10 21-0-0 29-2-0 37-4-0 7-2-11 6-11-15 6-9-6 6 8-2-0 7 8-2-0 B I,+ L4 1.3 eo 12 11 Lb 10 et 9 4x10 11 3x4 = 4x6 = 3x8 = 3x6 = 4x4 = 3x6 11 Scale =1:75.4 11-0-9 21-0-0 29-2-0 37-4-0 11-0-9 9-11-7 8-2-0 8-2-0 Plate Offsets (X,Y)-- [1:0-6-4,Edge], [6:0-3-0,0-2-01, [7:0-4-0,0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.37 12-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vett(TL) -0.70 12-14 >637 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Wind(LL) 0.20 12-14 >999 240 Weight: 243lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc puriins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 4-10-2 oc bracing. 8-9,7-12,8710: 2x4 SP M 30 WEBS 1 Row at midpt 8-9, 5-12, 7-12, 7-10, 8-10 SLIDER Left 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 9=1376/0-7-8, 1=1376/Mechanical Max Horz 1=623(LC 12) Max Uplift 9= 930(LC 12), 1= 736(LC 12) Max Grav 9=1676(LC 17), 1=1610(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3= 2658/1719, 3-5=-2459/1612, 5-6= 1651/1198, 6-7=-1442/1188, 7-8=-1000/807, 8-9=-1511 /1340 BOT CHORD 1- 1 4=-2205/2484, 12-14=-1794/2039, 1 0-12=-807/1 000 WEBS 3-14— 330/555, 5-14=-361/565, 5-12=7897/904, 6-12=-100/357, 7-12=-649/753, 7-10=-1030/1156, 8-1 0=-1 360/1682 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24fh B=150ft; L=100ft; eave=l ift Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C EAerior(2) 0-0-0 to 9-7-3, Interlor(1) 9-7-3 to 21-0-0, Exterior(2) 21-0-0 to 34-6-15 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 930 lb uplift at joint 9 and 736 lb uplift at joint 1. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev. 1010312015 BEFORE USE. * Design valid for use only with MITek® connectors. fits design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informallon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexancida, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR • � T13789361 74497 D7 MONO HIP 4 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Apr 16 10:12:29 2018 Page 1 ID:B4h5MBmOpx?MT9hX8GzMj9zz5ll-Jc1 HBS1 LN_nOQ2cDZAHsxVP4OmX41 njAMC?rv5zQAU W 1-3-1 8-2-11 15-2-10 22-0-1 30-2-0 38-4-0 •3-1 6-10-15 6-11-15 6-9-7 8-2-0 8-2.0 6 7 8 rh 0 15 rw "' — 12 .1`1 10 — 9 3x5 — 3x4 = 3x6 = 3x8 = 3x6 44 = 3x6 11 1-3-12 1-4 12-D-9 22-0-1 30-2-0 384-0 -4 10.8-13 9-11-8 8-2-0 8-2-0 Scale=1:76.1 Plate Offsets (X Y)-- [2:0-7-13 0-3-8] [2:0-0-0 0-1-15] [4:0-3-0 Edgel [6:0-3-0 0-2-0] [7:0-4-0,0-3-4] LOADING (psf) SPACING- 2-0-0 CS1. DEFL. In (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.54 Vert(LL) -0.31 12-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.61 12-14 >729 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.73 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix -MS Wind(LL) 0.16 12-14 >999 240 Weight: 253lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except' BOT CHORD 8-9,7-12,8-10: 2x4 SP M 30 WEBS REACTIONS. (lb/size) 9=1364/0-7-8, 15=1461/0-7-8 Max Harz 15=652(LC 12) Max Uplift 9= 922(LC 12), 15=-844(LC 12) Max Grav 9=1660(LC 17), 15=1660(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-656/136, 2-3= 871/569, 3-5=-2410/1583, 5-6=-1622/1180, 6-7=-1418/1174, 7-8=-988/800, 8-9=-1496/1331 BOT CHORD r,1-15=-291/669, 14-15=-2155/2407, 12-14=-1764/1992, 10-12=-8001988 WEBS 2-15=-576/912, 3-15=-1766/1264, 3-14=-295/500, 5-14=-316/552, 5-12=-861/880, 6-12=-87/339, 7-12— 636/732, 7-10= 1013/1147, 8-10= 1348/1663 Structural wood sheathing directly applied or 4-7-2 oc pudins, except end verticals. Rigid ceiling directly applied or 4-11-13 oc bracing. 1 Row at midpt 8-9, 3-15, 5-12, 7-12, 7-10, 8-10 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TODL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 22-0-1, Extedor(2) 22-0-1 to 35-6-15 zone; cantilever left exposed ;C-C for members and 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 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 922 lb uplift at joint 9 and 844 lb uplift at joint 15. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 10/012015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of frusses and truss systems, seeANSI/TPI I Quality Criteria, DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR . I T13789362 74497 E COMMON 5 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2u18 mi I etc industries, Inc. mon Apr is nxicsu 2W6 rage i I D: B4h5MBmOpx?MTghXBGzMjgzz5ll-npagLo2zBivt2BBP6uo5Tjyl6AzamM5KbsIOSYzQAUV 1-3-12 6-8-12 12-1-12 13-5-8 1-3-12 5-5-0 5-5-0 1-3-12, ile = 1:23.0 Im 0 Plate Offsets (X Y)-- [2:0-0-14 0-1-12] [2:0-0-6 1-2-0] [4:0-0-14 0-1-12] [4:0-0-6 1-2-0] [6:0-0-0 0-1-12],[8:0-0-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.05 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(TL) -0.04 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.21 Horz(TL) -0.01 6 n/a n/a BCDL 10.0 Code FBC2014[TP]2007 Matrix -MS Weight: 49 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-2-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=498/0-7-8, 6=498/0-7-8 Max Horz 8=-161(LC 10) Max Uplift 8=-589(LC 12), 6= 531(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-306/694, 2-3=-463/1031, 3-4=-463/1031, 4-5=-306/694 BOT CHORD 1-8=-712/348, 7-8— 712/348, 6-7=-712/348, 5-6=-712/348 WEBS 2-8=480l707, 3-7=-506/206, 4-6= 480/707 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24111; B=150ft; L=1001t; eave=liit; Cat. li; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 589 Ib uplift at joint 8 and 531 lb uplift at joint 6. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 101032015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlorL storage, delivery, erection and bracing of trusses and truss systems, seeANSI/rPil Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR - I T13789363 74497 G SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 16 10:12:31 2018 Page 1 ID:B4h5MBmOpx?MT9hX8GzMj9zz5ll-F?82Z83buc1 kfLmcgbJKOwUNJZD2VeeTpW Ux_zQAUU 7.8-10 15.1.12 18-5-12 20-5-12 25-5-12 30-2-4 33-5-12 7-5-10 7-5-2 3-4-0 2-0-0 5-0-0 4-8-8 3-3-8 4x5 = 3x5 = 4x6 = 6.00 12 4x5 = 3x4 11 5x6 = 3x4 = 19 20 7 3x4 11 Scale = 1:58.8 4x4 = 17 16 15 "-"" 11 10 3x6 II Sx8 = 3x4 II 3x4 11 6x8 = 19 7-8-10 15-1-12 20-5-12 30-2-4 33-5-12 r 7-8-10 7-5-2 5-4-0 9-8.8 3-3-8 Plate Offsets (X,Y)-- [3:0-3-0,Edgel, [12:0-2-4,Edge], [14:0-2-4,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.24 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(TL) -0.68 12-13 >589 240 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.16 10 n/a n/a BCDL 10.0 Code FBC2014[TP12007 Matrix -MS Wind(LL) 0.34 13-14 >999 240 Weight:211 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-1 oc purtins, BOT CHORD 2x4 SP M 30 `Except` except end verticals. 4-15,8-11: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-6-3 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 1-16, 14-16, 2-14 REACTIONS. (lb/size) 17=1228/Mechanical, 10=1228/0-7-8 Max Horz 17=59(LC 12) Max Uplift 17=-735(LC 12), 10=-752(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-17= 1160/1017, 1-2= 1832/1460, 2-4=-3288/2587, 4-5=-3323/2611, 5-6=-2667/2068, 6-7=-2419/1917, 7-8=-867/703, B-9=-848/692, 9-1 0=-1 205/1012 BOT CHORD 4-14=-313/341, 13-14= 2625/3288, 12-13=-1538/1814, B-12=-222/302 WEBS 1-16=-1627/2049, 2-16=-1046/1037, 14-16= 1423/1649, 2-14=-1221/1534, 5-13=-1572/1274, 6-13=-678/978, 7-13=-495/789, 7-12=-1233/1095, 9-12=-1159/1418 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 9-8-15, Interior(1) 9-8-15 to 20-5-12, Extertor(2) 20-5-12 to 30-4-0 zone;C-C for members and 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 psi bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 735 lb uplift at joint 17 and 752 lb uplift at joint 10. Wafter P. Finn PE No.12839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 16,2018 ® WARNING- Vedl y design parameters and READ NOTES ON THIS AND INCLUDED M/FEK REFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MITeM connectors. This design is based only upon parameters shown, and Is for an Individual building component, not I9 a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery- erection and bracing of trusses and truss systems, seeAN51/rPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR T13789364 74497 G1 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 16 10:12:32 2018 Page 1 I D:B4h5M BmOpx?MT9hXBGzMj9zz511-jBiQm U4Dtv9aHVLoEJgZY81 afzaM E81 d2AEV W QzQAUT 4-10-13 9.0-4 15-1.12 20-5-12 22-5-12 30-2-4 37-4-4 4-10.13 4-1-6 6-1-8 5-4-0 2-0-0 7-8-8 7-2-0 5x8 = Scale = 1:65.7 5x6 = 4x5 = 4x5 = 3x4 II 5x6 = 7 23 24 8 25 9 4x8 I 6x8 = 3x4 11 3x4 11 6x8 = 9.0-4 15-1-12 22-5-12 30-2-4 37-4-4 9-0-4 6-1-8 710 7-8-8 7-2-0 Plate Offsets (X,Y)-- [1:Edge,0-0-0], [4:0-6-0,0-2-8], [7:0-4-0,0-2-81, [12:0-6-0,0-4-01, [14:0-2-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.23 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(fL) -0.58 13-14 >763 240 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.17 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Wind(LL) 0.35 13-14 >999 240 Weight: 234 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins, BOT CHORD 2x4 SP M 30 `Except` except end verticals. 5-15,8-11: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-4-8 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 9-10, 14-16, 4-14, 8-13, 9-12 SLIDER Left 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 1=1377/Mechanical, 10=1377/0-7-8 Max Horz 1=327(LC 12) Max Uplift 1— 805(LC 12), 10=-862(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-2239/2016, 3-4— 2140/1901, 4-5=-3059/2793, 5-6=-3086/2813, 6-7=-2713/2350, 7-8=-2456/2175, 8-9— 1636/1457, 9-10= 1303/1196 BOT CHORD 1-16=-2077/1984, 5-14=-351/463, 13-14=-2810/3122, 12-13=-1475/1655, 8-12=-986/1046 WEBS 3-16= 139/291, 14-16=-1732/1778, 4-14= 1209/1415, 6-13— 1483/1401, 7-13=-698/927, 8-13=-838/960, 9-12= 1777/1989 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=11fh Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 18-7-7, Interior(1) 18-7-7 to 22-5-12, Exterior(2) 22-5-12 to 32-0-15 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 805 lb uplift at joint 1 and 862 lb uplift at joint 10. Walter P. Finn PE No.22636 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this designdnto the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type , Qty Ply 20005 SOUTHERN STAR T13789365 74497 G2 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Apr 16 10:12:33 2018 Page 1 ID:B4h5MBmOpx?MT9hXBGzMj9zz5ll-BOGo_g5rQDH Rvfv_oOLo5Lal2NuyzatmHgz22szQAUS 5-9-10 11-0-4 15-1-12 22-5-12 24-5-12 30-2-4 37-4-4 5-9-10 5-2-10 4-1-8 7-4-0 2-0-0 5-8-8 7-2-0 0 Scale =1:65.7 5x6 = 3x4 11 45 = 5x8 = 4x5 = 5x6 = 7 E6 8 27 9 17 16 15 bxa = 11 10 48 11 3x4 11 4x10 = 3x4 11 3x4 11 6x8 5-1-12 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.63 BC 0.61 WB 0.78 Matrix -MS DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/defl Ud -0.19 12-13 >999 360 -0.48 13-14 >924 240 0.16 10 n/a n/a 0.28 13-14 >999 240 PLATES GRIP MT20 244/190 Weight: 248lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-11 oc purlins, BOT CHORD 2x4 SP M 30 `Except` except end verticals. 5-15,8-11: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-8-3 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 9-10, 5-13, 7-13, 7-12, 9-12 SLIDER Left 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 1=1377/Mechanical, 10=1377/0-7-8 Max Horz 1=386(LC 12) Max Uplift 1=-794(LC 12), 10= 873(LC 12) Max Grav 1=1421(LC 17), 10=1377(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-2303/1943, 3-4=-2054/1792, 4-5=-2559/2368, 5-6=-2472/2142, 6-7=-2845/2488, 7-8=-1321/1187, 8-9= 1318/1188, 9-10=-1308/1224 BOT CHORD 1-17=-2086/2100, 16-17— 2086/2100, 5-14=-299/302, 13-14= 2461/2605, 12-13=-1726/1923, 8-12=-402/525 WEBS 3-16_ 311/412, 4-16=-294/308, 14-16=-1719/1841, 4-14=-1094/1240, 5-13=-160/311, 6-13=-1498/1400, 7-13— 1550/1834, 7-12=-882/776, 9-12=-1571/1738 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 11-0-4, Extefior(2) 11-0-4 to 20-7-7, Interior(1) 22-5-12 to 37-2-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 794 lb uplift at joint 1 and 873 lb uplift at joint 10. I9 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 0034 8904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 A WARNING- Verify design parameters and READ NOTES ONTHIS AND INCLUDED MrTEKREFERANCE PAGE MII--7473 rev. 1010312015 BEFORE USE. Design valid for use only with MliekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p� M!Tek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR- - T13789366 74497 G3 SPECIAL 1 1 Job Reference (optional) ChWbers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 16 10:12:34 2018 Page 1 I D: B4h5MBmOpx?MT9hX8GzMj9zz5ll-fagABA5TBXQl W pUBLkti eZ6ylnFMi4rvV UjbbdzQAUR 6-11-15 13-0-4 18-10-12 24-5-12 26-5-12 31-11-0 37-4-4 6-11-15 6-0-5 5-10-8 5.7-0 2-0-0 7 5-5-4 8 5-5-4 9 O =Scale = 1:67.6 17 16 10 ca 14 ca 10 12 of 11 10 3x4 11 3x6 = 3x8 = 4x6 = 4x8 = 4x4 = 3x6 11 4x8 I I 3x4 = 6-11-15 13-0-4 18-10.12 26-5-12 31-11-0 37-4-4 6-11-15 6-0-5 5-10-8 7-7-0 5-5-4 Plate Offsets (X Y)-- [1:Edge 0-0-0] [4:0-6-0 0-2-81 [7:0-3-0 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.17 12-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.41 12-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.09 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Wind(LL) 0.19 14 >999 240 Weight: 255 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-0-2 oc bracing. SLIDER Left 2x6 SP No.2 2-6-0 WEBS 1 Row at micipt 9-10, 6-12, 8-12, 8-11, 9-11 REACTIONS. (lb/size) 1=1377/Mechanical, 10=1377/0-7-8 Max Horz 1=446(LC 12) Max Uplift 1= 782(LC 12), 10=-885(LC 12) Max Grav 1=1515(LC 17), 10=1539(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-2477/1868, 3-4=-2124/1644, 4-5= 2030/1654, 5-6=-2030/1654, 6-7=-1623/1261, 7-8=-1459/1167,8-9— 883/721,9-10=-1434/1244 BOT CHORD 1- 1 7=-2078/2268, 16-17=-2078/2268, 14-16— 1637/1903, 12-14=-1479/1809, 11-12= 721 /883 WEBS 3-16=-446/538, 4-16= 272/431, 4-14= 184/358, 5-14=-347/461, 6-14— 380/389, 6-12— 1236/1098, 7-12=-332/534, 8-12=-812/1048, 8-11 =- 1152/1125, 9.11= 1303/1596 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=1501h L=100fh eave=l ift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 13-0-4, Exterlor(2) 13-0-4 to 22-7-7, Interior(1) 24-5-12 to 37-2-8 zone; cantilever 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 782 lb uplift at joint 1 and 885 lb uplift at joint 10. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 0 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev. fiv03,2015 BEFORE USE, ' Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type City Ply 20005 SOUTHERN STAR ' < T13789367 74497 G4 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 16 10:12:35 2018 Page 1 I D: B4h5MBmOpx?MT9hX8GzMj9zz5l I-7mOZOW 66ygY9Bz3NvROGAmf16BaQRSy3k8S97lzQAUQ 8-2-4 15-0-4 20-10-12 26-5-12 28-5-12 32-11.0 37-4.4 8-2-4 6-9-15 5-10-8 5-7-0 2-0-0 4-5-4 4-5-4 7 9 I I Scale = 1:71.9 16 .0 14 <� 13 11 10 400 11 3x4 II 3x6 = 3x8 = 3x6 = 4x8 = 6x8 = 3x4 = 8-2-1 28-5-12 LOADING (psf) TOLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stresslncr YES Code FBC2014/TP12007 CSI. TO 0.78 BC 0.61 WB 0.94 Matrix -MS DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/defl Ud -0.20 10-11 >999 360 -0.42 10-11 >999 240 0.08 10 n/a n/a 0.20 14-16 >999 240 PLATES GRIP MT20 244/190 Weight: 259lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-9-7 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-0-7 oc bracing. SLIDER Left 2x8 SP 240OF 2.0E 2-6-0 WEBS 1 Row at midpt 9-10, 3-14, 6-11, 8-11, 8-10 REACTIONS. (lb/size) 10=1364/0-7-8, 1=1389/0-7-8 Max Harz 1=505(LC12) Max Uplift 10=-892(LC 12), 1=-775(LC 12) Max Grav .10=1550(LC 17), 1=1546(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-2382/1695, 3-4=-1980/1458, 4-5=-1764/1391, 5-6=-1764/1391, 6-7— 1311/969, 7-8=-1173/910 BOT CHORD 1-16=-1989/2178, 14-16=-1990/2177, 13-14=-1516/1772, 11-13=-1186/1482, 10-11=-543/644 WEBS 3-14= 500/587, 4-14=-305/496, 5-13=-342/460, 6-13=-509/531, 6-11=-1225/1085, 7-11= 238/420, 8-11=-858/1235, 8-10= 1481/1264 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=10011t; eave=l ift Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 15-0-4, Exterior(2) 15-0-4 to 24-7-7, Interior(1) 26-5-12 to 28-5-12 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 892 lb uplift at joint 10 and 775 lb uplift at joint 1. Wafter P. Finn PE No.22836 MiTek USA, Inc. FL Cert 6634 6904 Parka East Blvd. Tampa FL 33610 Date: April 16,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEIVREFERANCE PAGE MI1-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not WIF a truss system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPIt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR • 1 T13789368 74497 G5 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 16 10:12:36 2018 Page 1 I D:B4h5M BmOpx?MT9hX8GzMj9zz5l l-cyyxcs7kj8gOm6eZT9vVj_CEPax4AwLCzoCifBzQAUP -3-1 9-7-0 18-0-0 23-8-12 29.5.6 31.5.E 36-4-0 8.3.4 8-5-0 5-8-12 5-8-12 2-0-0 6.10.8 9 m 0 0 3x5 = 17 16 lb 14 ZJ 13 1Z Z4 11 Zo Zc 10 4x4 = 46 = 3x8 = 3x4 11 4x10 = 3x6 = 6x8 = Scale = 1:79.4 i•3.12 1.0 9-7-0 16-0-0 23-8-12 29-5-8 36d•0 -0 B-3-4 &5-0 5-B-12 5-&12 8-10-8 0-3-12 .Plate Offsets (X,Y)-- [2:0-3-4,0-1-41, [4:0-3-0,Edge], [5:0-3-8,0-2-4], [8:0-3-0,0-2-01, [17:0-0-13,0-1-91 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.26 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(rL) -0.53 10-11 >842 240 BCLL 0.0 Rep Stress [nor YES WB 0.87 Horz(TL) 0.07 10 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix -MS Wind(LL) 0.15 14-16 >999 240 Weight: 268 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-4-8 oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-2-0 oc bracing. WEBS 1 Row at midpt 9-10, 2-16, 3-14, 6-14, 6-11, 7-11, 8-11 2 Rows at 1/3 pts 8-10 REACTIONS. (lb/size) 10=1364/0-7-8, 17=1462/0-7-8 Max Horz 17=593(LC 12) Max Uplift 10=-904(LC 12), 17=-863(1_C 12) Max Grav 10=1580(LC 17), 17=1597(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-552/150, 2-3= 2461/1599, 3-5=-1875/1295, 5-6=-1638/1310, 6-7=-1207/843, 7-8= 1371 /975 BOT CHORD 1-17=-353/625, 16-17=-1088/829, 14-16=-2024/2284, 13-14=-1264/1587, 11 -1 3=-1 264/1587, 10-11— 707/888 WEBS 2-17= 1513/1563, 2-16=-1109/1459, 3-16=0/260, 3-14=-726/722, 5-14=-184/428, 6-14= 253/224, 6-11= 685/638, 7-11=-736/604, 8-11=-1114/1682, 8-10=-1 57411258 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24fh B=150ft; L=100ft; eave=11ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterlor(2) 0-0-0 to 9-7-0, Interior(1) 9-7-0 to 18-0-0, Exterior(2) 18-0-0 to 27-7-3, interior(1) 29-5-8 to 31-5-8 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 904 lb uplift at joint 10 and 863 lb uplift at joint 17. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10/0=015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdealtom storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 20005 SOUTHERN STAR I IT13789369 74497 G6 SPECIAL 1 1 Job Reference (optional) Chajnbers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 16 10:12:37 2018 Page 1 ' ID: B4h5M BmOpx?MT9hXBGzMj9zz5l l-49W JpCBM USotNGDI1 sQkFBkMb_GivOHMCSxGCezQAUO 32-5-12 8-6.0 17-0-4 19.0-4 24-9-0 30.5-12 32-1-4 37.4-4 8-6-0 8-6-4 2-0-0 5-8-12 5-8-12 1.7-8 4-10-8 ltl 17 16 co ca 3x8 = '12 11 3x6 = 3x4 = 3x4 II 6x8 = 4x10 I Sx6 = 6x8 = 6x8 = 37-4-4 7-4-4 to Scale = 1:83.7 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014lrP12007 CSI. TC 0.85 BC 0.62 WB 0.76 Matrix -MS DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/defl Ud -0.21 14-15 >999 360 -0.55 16-17 >809 240 0.11 11 n/a Na 0.22 16-17 >999 240 PLATES GRIP MT20 244/190 Weight: 293lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, BOT CHORD 2x4 SP M 30 *Except` except end verticals. 5-16,9-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-0-7 oc bracing. Except: WEBS 2x4 SP No.3 1 Row at midpt 5-15 SLIDER Left 2x8 SP 240OF 2.0E 2-6-0 WEBS 1 Row at midpt 15-17, 3-15, 6-15, 6-14, 7-14, 8-14, 8-13, 10-13 2 Rows at 1/3 pts 10-11 REACTIONS. (lb/size) 11=1364/0-7-8, 1=1389/0-7-8 Max Horz 1=623(LC 12) Max Uplift 11=-924(LC 12), 1=-743(LC 12) MaxGrav 11=1521(LC 17), 1=1556(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-2413/1566, 3-5=-2130/1470, 5-6=-2199/1791, 6-7=-1470/1115, 7-6=-1470/1115, 8-9=-774/565, 9-10=-685/551, 10-11 =-1 479/1270 BOT CHORD 1-17=-1972/2247, 5-15= 527/726, 14-15= 1405/1645, 13-14= 773/953 WEBS 3-17=-156/321, 15-17=-1897/2168, 3-15=-355/464, 6-15=-1081/1188, 6-14=-289/381, 7-14=-361/475, 8-14=-801/1004, 8-13= 1372/1154, 10-13=-1240/1540 NOTES- 1) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extertor(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to'19-0-4, Exterior(2) 19-0-4 to 28-7-7, Interior(1) 30-5-12 to 32-4-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 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, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 924 lb uplift at joint 11 and 743 lb uplift at joint 1. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 16,2018 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/012015 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. not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' ' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR T13789370 74497 G7 SPECIAL 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Apr 16 10:12:38 2018 I D:B4h5MBmOpx?MT9hXBGzMj9zz5l l-YL3h 1 X8_Fiwk?QoyaZxzoPHXTOaReg3VQ6hpk, 2-0-4 6-2-B 10-4-12 13.6-8 , 17.0.4 , 21-0.4 , 26-6-8 32-1-4 37-4-4 2-0 4-2.4 3-3.12 3-3-12 4-0-0 5-8-4 5-4-12 5-3-0 8 9 11 12 36 0 0 3x6 11 21 20 19 °U 3x4 = 31 3x8 = °G 14 13 24 8.73 12 3x4 11 4x8 = 3x4 11 3x4 11 8x14 MT181!S ii 6x8 = 4x6 G 6x8 = I9 Scale = 1:82.9 2-0-4 0-¢4 6-2-6 10-4-12 , 13-6-11 17-0-4 , 21-0d , 26-6-6 _i _ 32-1-4 i 37-4-4 6 d 4-2-4 4-2-4 3-3.12 3&12 4-0-0 5-&4 &4.12 63-0 2-0-0 Plate Offsets (X Y)-- [2:0-1-11,Edge], [8:0-6-0,0-2-8], [15:0-5-8,0-4-0], [18:0-5-8,0-4-01, [24:0-3-0,0-1-131 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.17 22 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.38 22 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.28 13 n/a n/a BCDL 10.0 Code FBC2014TFP12007 Matrix -MS Wind(LL) 0.30 4 >999 240 Weight: 335lb FT=20% LUMBER- BRACING - TOP CHORD 2x4•SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-1 oc pudins, BOT CHORD 2x4 SP M 30 'Except' except end verticals. 2-22: 2x8 SP 240OF 2.OE, 4-21,7-19,11-14: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. Except: 2-24: 2x6 SP 240OF 2.OE 1 Row at midpt 11-15 WEBS 2x4 SP No.3 `Except` WEBS 1 Row at midpt 6-22, 6-20, 7-17, 8-17, 8-16, 9-16, 11-16, 1-24: 2x8 SP 240OF 2.0E 12-15 2 Rows at 1/3 pts 12-13 REACTIONS. (lb/size) 13=1366/0-7-8, 24=1366/0-7-8 Max Horz 24=614(LC 12) Max Uplift 13=-926(LC 12), 24=-727(LC 12) Max Grav 13=1525(LC 17), 24=1547(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-905/910, 2-3=-3752/2779, 3-4=-2859/1962, 4-6= 2864/2083, 6-7=-2163/1591, 7-8= 1692/1298, 8-9=-1219/999, 9-11=-1219/999, 11-12— 697/580, 12-13=-1477/1296, 1-24=-828/849 BOT CHORD 2-23=-3087/3506, 22-23=-3099/3516, 4-22— 227/272, 7-18=-637/854, 17-18=-1677/1975, 16-17=-1249/1509, 15-16=-583/704, 11-15= 1194/1166, 2-24= 767/203 WEBS 3-23=-501/562, 3-22= 1008/1098, 20-22— 1558/1823, 6-22= 1341/1501, 6-20= 1272/1168, 18-20=-1705/2010, 7-17=-1004/920, 8-17=-716/1006, 8-16= 590/509, 9-16=-326/429, 11-16=-863/1074, 12-15= 1287/1546 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-10 to 9-10-13, Interior(1) 9-10-13 to 21-0-4, Exterior(2) 21-0-4 to 30-7-7 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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, with BCDL = 10.Opsf. 7) Bearing at joint(s) 24 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Walter P. Finn PE No.22839 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 926 lb uplift at joint 13 and 727 lb uplift MiTek USA, Inc. FL Cart 6834 at joint 24. 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1rEKREFERANCE PAGE MII-7473 rev. 10/012015 BEFORE USE. ' Design valid for use only with MIlek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parametersand properly Incorporate this deslgn Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type * Qty Ply 20005 SOUTHERN STAR T13789371 74497 G8 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 16 10:12:39 2018 Page 1 I D: B4h5M BmOpx?MT9hX8GzMj9zz5l l-OXd3Et9cO32bdaN88HSCLcgiDox9NH LffmQMG WzQAUM 817.0.4 21-0-5 26-8-8 32.1-4 37-4-4 8-6-0 8-6-4 4-0-1 6 5-8-4 7 5-4-12 9 5-3-0 10 18 176X = 3x4 = 3x8 = 12 11 M= 3x4 = 3x4 II 6x8 = 4x10 I I 5x6 = 32-1-4 4-0-1 Scale = 1:76.0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/fP12007 CSI. TC 0.84 BC 0.62 WB 0.78 Matrix -MS DEFL. in (loc) I/defl Ud Vert(LL) -0.19 17-18 >999 360 Vert(TL) -0.57 17-18 >790 240 Horz(TL) 0.11 11 n/a n/a Wind(LL) 0.22 17-18 >999 240 PLATES GRIP MT20 244/190 Weight: 299lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, BOT CHORD 2x4 SP M 30 `Except` except end verticals. 5-17,9-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-1-6 oc bracing. Except: WEBS 2x4 SP No.3 1 Row at midpt 9-13 OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 16-18, 3-16, 5-15, 6-15, 6-14, 7-14, 9-14, SLIDER Left 2x8 SP 240OF 2.0E 2-6-0 10-13 2 Rows at 1/3 pts 10-11 REACTIONS. (lb/size) 11=1364/0-7-8, 1=1389/0-7-8 Max Harz 1=623(LC 12) Max Uplift 11=-924(LC 12), 1=-743(LC 12) Max Grav 11=1523(LC 17), 1=1574(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-2448/1539, 3-5=-2203/1517, 5-6=-1714/1324, 6-7=-1217/996, 7-9=-1217/996, 9-10=-696/578, 10-11 =-1 476/1293 BOT CHORD 1-1 8=-1 935/2279, 5-16— 442/645, 15-16=-1696/1987, 14-15=-1241/1503, 13-14=-581/703, 9-13=-1191/1162 WEBS 3-18=-194/350, 16-18— 1876/2140, 3-16=-320/437, 5-15=-1047/982, 6-15=-791/1068, 6-14=-581/497, 7-14=-328/436, 9-14=-862/1074, 10-13=-1283/1544 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. II; Exp C; Encl., GCp1=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 21-0-5, Extedor(2) 21-0-5 to 30-7-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 924 lb uplift at joint 11 and 743 lb uplift at joint 1. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 1010312015 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, not � a truss system. Before use, the building designer mustverity, the applicability of design parameters and properly Incorporate this design Into the overall , building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always regdred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR • � T13789372 74497 GR5 MONO TRUSS 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 16 10:12:40 2018 Page 1 I D:B4h5M BmOpx9MT9hX8GzMj9zz5ll-UkBSSDAEnNASEkyKi_RtgM2RCMF6wrouPAwozzQAU L 5-0-0 5-0-0 4 3x6 11 3x4 11 5-0-0 5-0-0 Scale = 1:19.6 Plate Offsets (X,Y)-- [1:0-3-8,0-0-2) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.02 4-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.04 4-9 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix -MP Wind(LL) 0.03 4-9 >999 240 Weight: 30lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 1=400/0-7-8, 4=296/Mechanical Max Horz 1=144(LC 8) Max Uplift 1=-206(LC 8), 4= 220(LC 8) Max Grav 1=411(LC 25), 4=332(LC 25) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=l ift; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 206 lb uplift at joint 1 and 220 lb uplift at joint 4. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 172 lb down and 144 lb up at 1-1-13, and 171 lb down and 92 lb up at 3-1-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3= 54, 4-5=-20 Concentrated Loads (Ib) Vert: 9= 165(B) 11=-171(B) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev, 101012016 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and,to prevent collapse wlih possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ' city Ply 20005 SOUTHERN STAR ' T13789373 74497 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL Q 0 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 16 10:12:42 2018 I D:B4h5MBmOpx?MT9hX8GzMjgzz5l l-Q6JCsvCVJ_QAU 15jpPOvyFSJC?OHafr5Ljf11 3-3-12 4-5-12 14-5-12 4x8 2x3 I 4 22 23 5 24 25 4x8 = 3-3-12 13-4-8 ' 1-3-12 Scale = 1:42.0 4x6 = 3x4 3x4 = 6x8 = 3x4 = 3x8 = 3x4 = 6x8 = = 24-11-B LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014fTP12007 CSI. TC 0.47 BC 0.40 W B 0.74 Matrix -MS DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/defl Ud 0.15 12-14, >999 240 -0.18 11-12 >999 240 0.07 10 rVa n/a PLATES GRIP MT20 244/190 Weight: 135lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-1 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-9-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 15=1602/0-7-8, 10=1602/0-7-8 Max Horz 15=-193(LC 23) Max Uplift 15=-1305(LC 8), 10=-1247(LC 8) Max Grav 15=1762(LC 29), 10=1762(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 282/82, 2-3= 398/210, 3-4=-2672/1993, 4-5=-2863/2243, 5.6=-2863/2243, 6-7= 2674/1997, 7-8=-405/247, 8-9= 282/90 BOT CHORD 1-1 5=-106/289,14-15= 1488/2269, 12-14=-1602/2462, 11-12=-1601/2363, 10-11=-1498/2127, 9-10=-115/289 WEBS 2-15=-314/339, 3-15=-2264/1727, 3-14=-406/471, 4-14=-118/394, 4-12=-592/757, 5-12= 658/694, 6-12=-592/757, 6-11 =-1 23/395, 7-11— 408/478, 7-10_ 2259/1697, 8-10=-314/324 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150fh L=100ft; eave=l ift; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1305 lb uplift at joint 15 and 1247 lb uplift at joint 10. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 200 lb down and 220 lb up at 8-0-0, 200 lb down and 208 lb up at 10-0-12, 200 lb down and 208 lb up at 12-0-12, 200 lb down and 208 lb up at 12-10-12, and 200 lb down and 208 lb up at 14-10-12, and 200 lb down and 220 lb up at 16-11-8 on top chord, and 355 lb down and 258 lb up at 8-0-0, 79 lb down and 34 lb up at 10-0-12, 79 lb down and 34 lb up at 12-0-12, 79 lb down and 34 lb up at 12-10-12, and 79 lb down and 34 lb up at 14-10-12, and 355 lb down and 258 lb up at 16-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Walter P. Finn PE No.22839 LOAD CASE(S) Standard MiTek USA, Inc. FL Cart 6834 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/032016 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR T13789373 74497 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s mar 11 2015 MI I eK inaustnes, Inc. Mon Apr it, 1u:12:42 Zul a rage z I D:B4h5MBmOpx?MT9hXBGzMj9zz5ll-Q6JCsvCVJ_QAU15jpPOvyFSJC?OHafr5Ljfl trzQAUJ LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4=-54, 4-6=-54, 6-9=-54, 16-19= 20 Concentrated Loads (lb) Vert: 4=-1 04(B) 6= 104(B) 14=-258(B) 11=-258(B) 22� 104(B) 23=-104(B) 24=-104(B)25= 104(B)26=-54(B) 27=-54(B) 28=-54(B) 29_ 54(B) ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI17473 rev. 10/03I2015 BEFORE USE. Design valid for use only with MITek9 connectors. This design Is based only upon parameters shown, and is for an Individual building component not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Tnrss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR , + T13789374 74497 GRA1 COMMON 1 2 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 16 10:12:43 2018 Page 1 I D:B4h5MBmOpx?MT9hXBGzMj9zz5ll-uJta4FC741Y15BgvN7X8VS_RpPJ PJ9kEaNOaPHzQAU I 44 8-0-12 12-5-12 16.10-12 20-5-14 23-11-8 4-5-10 3-7-2 4-5-0 4-5-0 3-7-2 3-5-10 6x8 I I 3x5 = 15 14- - 12 -- -- 11 -- -Tu 3x4 11 7x8 = 6xl0 MT18HS= lox10 - 6x8 = 3x4 11 8x10 11 12-5-12 1-1.0-01 3-5-10 ' 3-7-2 4-5-0 4-5-0 3-7-2 3-5-10 Plate Offsets (X,Y)-- r1:0-0-8,0-2-151,f1:0-4-4,0-0-11,[9:0-5-12,0-1-6),[11:0-3-8,0-4-81,[14:0-3-8,0-4-121 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2014ITP12007 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 `Except` 5-12: 2x4 SP M 30 SLIDER Left 2x6 SP No.2 2-6-0, Right 2x6 SP No.2 3-6-0 REACTIONS. (lb/size) 9=7938/0-7-8, 1=6073/0-7-8 Max Horz 1=-289(LC 6) Max Uplift 9= 4809(LC 8), 1=-4070(LC 8) Scale=1:52.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 0.67 Vert(LL) 0.2412-14 >999 240 MT20 244/190 BC 0.60 Vert(TL) -0.3512-14 >818 240 MT18HS 244/190 W B 0.57 Horz(TL) 0.09 9 n/a n/a Matrix -MS Weight: 326 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-8-13 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-8940/6057, 3-4=-10918/7400, 4-5=-8586/5613, 5-6=-8587/5613, 6-7= 11164/6995, 7-9=-11578/7112 BOT CHORD 1-1 5=-5141/7679,14-15=-5141/7679, 12-14=-6498/9783, 11-12— 6131/10001, 10-11= 5990/9871, 9-10=-5990/9871 WEBS 3-15= 1579/1086, 3-14=-1681/2472, 4-14=-2102/2673, 4-12= 2923/2374, 5-12= 4803/7406, 6-12=-3217/1880, 6-11 =-1 596/2982, 7-11=-291/182, 7-10=571/1117 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "xX) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=1Ifh Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional), cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4809 lb uplift at joint 9 and 4070 lb uplift at joint 1. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2757 lb down and 2286 lb up at 8-0-12, 1351 lb down and 850 lb up at 10-0-12, 1374 lb down and 850 lb up at 12-0-12, 1356 lb down and 814 Ito up at 14-0-12, 1356 lb down and 802 lb up at 16-0-12, 1356 lb down and 788 lb up at 18-0-12, and 1356 lb down and 773 lb up at 20-0-12, and 1356 lb down and 756 lb up at 22-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 ndard ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10103/2015 BEFORE USE ' Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, riot a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing y M � ka building prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 1e 6904 Parke East Blvd. fabricallom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI i Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Aiexandrla. VA 22314. Job Truss Truss Type , Qty Ply , 20005 SOUTHERN STAR T13789374 74497 GRA1 COMMON 1 2 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s mar 11 2U18 MI I eklnoustrieS, Inc. Mon Apr 16 1 UA Z:4:! zul8 rage z I D: B4h5MBmOpx?MT9hX8GzMj9zz5ll-uJta4FC741Y15BgvN7XBVS_RpPJ PJ9kEaNOaPHzQAUI LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-54, 5-9=-54, 1-16=-20 Concentrated Loads (lb) Vert: 13=-1351(F) 14=-2757(F) 27=-1351(F) 28— 1356(F) 29— 1356(F) 30=-1356(F) 31=-1356(F) 32= 1356(F) ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 141II--7473 rev. 10/03,2015 BEFORE USE. ' Design valid for use only with MITekO connectors. This design Is basedonlyupon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify The applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Job Truss Truss Type 4 City Ply 20005 SOUTHERN STAR T13769375 74497 GRB SPECIAL 1 1 Job Reference (optional) .Chambers truss, Inc., rott werce, FL ID:B4h5MBm0 x?MT9hX8GzM'9zz5ll-NVRVHbDIrb t'LF6x 2Nl Xk9 -D2fZ0 1B7xkzQAUH 6-11-6 P 1 y 91 Q 9 Pl p 13-11-5 7-1-1 8-4-10 -B- 10-2.15 13-1-9 16-0-4 11-4 1-3-12 2-7-9 3-1-13 1-3-9 3- 1-3.9 2- V, 2.10-11 1-3-12 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TP12007 REACTIONS. (lb/size) 14=966/0-7-8, 10=964/0-7-8 Max Horz 14=-191(LC 23) Max Uplift 14=-809(LC 8), 10= 748(LC 8) Max Grav 14=1111(LC 29), 10=1108(LC 30) Scale = 1:33.8 m to 6x8 = CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TC 0.18 Vert(LL) 0.0611-13 >999 240 MT20 244/190 BC 0.37 Vert(TL)-0.0711-13 >999 240 W B 0.34 Horz(TL) 0.03 10 n/a n/a Matrix -MS Weight: 98 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 7-0-12 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1516/1090, 4-5— 1438/1089, 5-6=-1434/1090, 6-7=-1512/1089 BOT CHORD 13-14=-861/1313, 11-13=-990/1306, 10-11=-789/1198 WEBS 3-14=-1343/1007, 3-13=-393/494, 5-13=-186/344, 5-11=-192/331, 7-11=-369/468, 7-10= 1316/957 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=l ift; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 809 lb uplift at joint 14 and 748 lb uplift at joint 10. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 267 lb down and 238 lb up at 7-1-1, 216 lb down and 220 lb up at 8-0-0, 259 lb down and 227 lb up at 8-8-0, and 216 lb down and 220 lb up at 9-4-0, and 267 lb down and 238 lb up at 10-2-15 on top chord, and 65 lb down and 28 lb up at 7-1-1, 68 lb down and 30 lb up at 8-0-0, 174 lb down and 140 lb up at 8-4-10, 72 lb down at 8-8-0, 174 lb down and 140 lb up at 8-11-6, and 68 lb down and 30 lb up at 9-4-0, and 65 lb down and 28 lb up at 10-2-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 4-5=-54, 5-6=-54, 6-9=54, 15-18=-20 Concentrated Loads (lb) Vert: 4= B(F) 5=-62(F) 6=-8(F) 12=-41(F) 13= 12(F) 11=-12(F) 21=-76(F) 22=-76(F) 23=-175(F) 24=-137(F) 25=-41(F) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEKREFERANCE PAGE MII-7473 rev, 10/032015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addilional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type y Qty Ply 20005 SOUTHERN STAR T13789376 74497 GRC COMMON 1 2 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 16 10:12:45 2018 Pagel ID:B4h5MBmOpx?MTghXBGzMj9zz5ll-rh_KVxENbvokLVgIVYZcat4gLD03n_2X1 hthUAzQAUG 5-0-0 8-8-0 12-4-0 16.4-0 5-0.0 3-8-0 3-8-0 4-0-0 Scale=1:31.5 4xl0 II 3x4 II 7x8 = 3x6 II 5x8 II 16-4-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.48 BC 0.52 WB 0.83 Matrix -MS DEFL. in Vert(LL) 0.13 Vert(TL) -0.18 Horz(TL) 0.04 (loc) Well Ud 9-10 >999 240 9-10 >999 240 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 203lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-14 oc puffins. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-6-0, Right 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 7=4831/0-7-8, 1=3837/0-7-8 Max Horz 1=-197(LC 23) Max Uplift 7=-3021(LC 8), 1= 2606(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (ib) or less except when shown. TOP CHORD 1-3=-5939/4128, 3-4=-5381/3597, 4-5=-5385/3603, 5-7=-6620/4208 BOT CHORD 1 -1 0=-3491/5119, 9-10=-3491/5119, 8-9=-3584/5746, 7-8=-3584/5746 WEBS 3-10= 716/779, 3-9=-393/814, 4-9=-2904/4379, 5-9=-1617/615, 5-8— 758/1706 NOTES- 1) 2-plytruss to be connected togetherwith 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 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 tit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3021 lb uplift at joint 7 and 2606 lb uplift at joint 1. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2182 lb down and 1769 lb up at 6-1-8, 1208 lb down and 755 lb up at 5-0-12, 1357 lb down and 825 lb up at 10-0-12, and 1357 lb down and 814 lb up at 12-0-12, and 1357 lb down and 802 lb up at 14-0-12 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=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-7=-54, 1-11=-20 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MI17473 rev. 10/=015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage., delivery, erection and bracing of trusses and truss systems, seeANSIMI Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR - T13789376 74497 GRC COMMON 1 2 Job Reference (optional) Chambers truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MI I eK Industries, Inc. Mon Apr 16 1U:12:4b ZU18 Page 2 4 - ID:B4h5MBmOpx?MT9hX8GzMj9zz5ll-rh_KVxENbvokLVgIVYZcat4gLD03n_2X1hthUAzQAUG LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=-1357(B)22— 2182(B)23=-1208(B)24= 1357(B)25=-1357(B) ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312016 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR • T13789377 74497 GRID SPECIAL 1 1 Job Reference (optional) Chambers truss, Inc., fort Pierce, I-L 6.13U s Mar 11 ZUIB MI I eK maustrieS, Inc. Mon Apr lb 1 U:1Z:4a ZUl t5 rage l 1 ' ID:B4h5MBmOpx?MT9hX8GzMj9zz5ll-JuYjiHF?MDwbyfPU2F4r75cubcJVWPJgGLdEOczQAUF 6-3-13 12-5-15 18-8-0 24-10-1 31-0-3 37-4-0 6-3-13 6-2-1 6-2-1 6-2-1 6-2-1 6-3-13 Scale: 3/16'=l' 3x4 = 5x8 MT18HS W6= 6x8 = 5x6 = 5x8 MT1BHS WB = 3x4 11 3x4 = 5x6 = 6x8 = 1 17 18 192 20 21 22 3 23 4 24 25 5 26 27 6 28 7 29 30 31 32 8 33 34 35 9 16 4x6 II 36 37 3815 39 40 4114 42 43 44 13 45 46 47 12 48 49 6x8= 5x8 MTi8HS= 3x8 5x8 MT18HS= -0.3 6-2-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.82 13 >542 240 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -1.01 12-13 >439 240 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.18 10 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 `Except' 12-14: 2x4 SP M 31 BOT CHORD WEBS 2x4 SP No.3 *Except` WEBS 1-16,9-10: 2x6 SP No.2, 1-15,9-11: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 16=2777/Mechanical, 10=2801/0-7-8 Max Uplift 16=-2266(LC 8), 10=-2291(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-2657/2253, 1-2=-3662/3001, 2-3=-5757/4714, 3-5=-6531/5351, 5-7=-6531/5351, 7-8— 5760/4717, 8-9=-3666/3005, 9-10— 2673/2275 BOT CHORD 14-15=-3001/3662, 13-14= 4754/5797, 12-13— 4758/5800, 11-12= 3005/3666 WEBS 1-15=-3541/4320, 2-15— 2097/1944, 2-14=-2064/2525, 3-14=-1124/1127, 3-13=-763/877, 5-13= 661[764, 7-13=-758/874, 7-12=-1124/1127, 8-12= 2063/2524, 8-11=-2099/1946, 9-11=-3545/4324 50 11 10 51 52 53 46 II 6x8 = PLATES GRIP MT20 2441190 MT18HS 244/190 Weight: 221lb FT=20% Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. Rigid ceiling directly applied or 3-6-11 oc bracing. 1 Row at midpt 1-15, 2-14, 8-12, 9-11 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2266 lb uplift at joint 16 and 2291 lb uplift at joint 10. - Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Apol 16,2018 A WARNING- VerW design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE ' Design valid for use only witll MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must vedfy the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MST@W Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcation, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/Tpl I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City i Ply 20005 SOUTHERN STAR T13789377 74497 GRD SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 4NOTES- 8.130 s Mar 11 2018 MFFeK Industries, Inc. Mon Apr 16 10:12:46 2018 Page 2 I D:B4h5M BmOpx?MT9hX8GzMj9zz5ll-JuYjiHF?MDwbyfPU2F4r75cubcJV W PJgGLdEOczQAU F 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 104 lb down and 208 lb up at 1-9-12, 104 lb down and 208 lb up at 3-9-12, 104 lb down and 208 lb up at 5-9-12, 104 lb down and 208 lb up at 7-9-12, 104 lb down and 206 lb up at 9-9-12, 104 lb down and 208 lb up at 11-9-12, 104 lb down and 208 lb up at 13-9-12, 104 lb down and 208 lb up at 15-9-12, 104 lb down and 208 lb up at 17-9-12, 104 lb down and 208 lb up at 19-9-12, 104 lb down and 208 lb up at 21-9-12, 104 lb down and 208 lb up at 23-9-12, 104 lb down and 208 lb up at 25-9-12, 104 lb down and 208 lb up at 27-9-12, 104 lb down and 208 lb up at 29-9-12, 104 lb down and 208 lb up at 31-9-12, and 104 lb down and 208 lb up at 33-9-12, and 104 lb down and 208 lb up at 35-9-12 on top chord, and 79 lb down and 34 lb up at 1-9-12, 79 lb down and 34 lb up at 3-9-12, 79 lb down and 34 lb up at 5-9-12, 79 lb down and 34 lb up at 7-9-12, 79 lb down and 34 lb up at 9-9-12, 79 lb down and 34 lb up at 11-9-12, 79 lb down and 34 lb up at 13-9-12, 79 lb down and 34 lb up at 15-9-12, 79 lb down and 34 lb up at 17-9-12, 79 lb down and 34 lb up at 19-9-12, 79 lb down and 34 lb up at 21-9-12, 79 lb down and 34 lb up at 23-9-12, 79 lb down and 34 lb up at 25-9-12, 79 lb down and 34 lb up at 27-9-12, 79 lb down and 34 lb up at 29-9-12, 79 lb down and 34 lb up at 31-9-12, and 79 lb down and 34 lb up at 33-9-12, and 79 lb down and 34 lb up at 35-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-9=-54, 10-16=-20 Concentrated Loads (lb) Vert:4=-104(F) 17=-104(F)18=-104(F) 19=-104(F) 20=-104(F) 21= 104(F) 22=-104(F) 24=-104(F) 25= 104(F) 26=-104(F) 27=-104(F) 28=-104(F) 30=-104(F) 31= 104(F) 32= 104(F) 33= 104(F) 34= 104(F) 35- 104(F) 36=-54(F) 37=-54(F) 38=-54(F) 39= 54(F) 40= 54(F) 41- 54(F) 42=-54(F) 43= 54(F)44=-54(F) 45=-54(F)46= 54(F) 47=-54(F) 48=-54(F)49=-54(F) 50=-54(F) 51=-54(F) 52=-54(F) 53=-54(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 1010312015 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, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street Suite 312. Alexandria VA 22374. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR � T13789378 74497 � GRE SPECIAL 1 1 Job Reference (optional) chambers I cuss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 16 10:12:47 2018 Page 1 ID:64h5M BmOpx?MT9hX8GzMj9zz5ll-n465wcFd7W 2Sap—gcyc4f19FNOmBF1 XqV?MoY3zQAU E 1-3-12 5-7-4 6-3-1 7.2-7 7-10-4 12-1-12 13-5-8 1-3-12 4-3-8 0-7-1 0.11-5 0-7-14 4-3-8 13-12 3X4 = i 14 4x4 = 2x3 11 2x3 11 4x4 = 9 3x4 = 3x6 11 3x6 11 Scale=1:26.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.05 13-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.03 13-14 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.26 Horz(TL) 0.00 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 73 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-3-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 14=654/0-7-8, 9=641/0-7-8 Max Horz 14= 135(LC 6) Max Uplift 14= 714(LC 8), 9= 635(LC 8) Max Grav 14=718(LC 29), 9=71 O(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-983/714, 3-4=-876/723, 4-5=-826/697, 5-6— 867/714, 6-7=-955/705 BOT CHORD 12-13=-611/879, 11-12= 602/878, 10-11= 595/865 WEBS 2-14=-758/544, 2-13= 556/870, 5-11= 149/270, 7-10— 547/872, 7-9=-761/509 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150fh L=100fh eave=1Ifh Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 714 lb uplift at joint 14 and 635 lb uplift at joint 9. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 197 lb down and 184 lb up at 5-7-4, and 348 lb down and 356 lb up at 6-3-2, and 197 lb down and 184 lb up at 7-10-5 on top chord, and 131 lb down and 41b up at 5-7-4, 99 lb down at 6-0-0, 113 lb down and 5 lb up at 6-3-2, 78 lb down at 6-6-5, 78 lb down at 6-11-3, 113 lb down and 5 lb up at 7-2-7, and 99 lb down at 7-5-8, and 131 lb down and 4 lb up at 7-10-5 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3= 54, 3-4=-54, 4-5= 54, 5-6=-54, 6-8— 54, 15-18= 20 Concentrated Loads (lb) Vert: 3=-16(F) 4=-127(F) 6=-16(F) 13=-25(F) 12=-45(F) 11=-45(F) 10=-25(F) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 0 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev, 1010312015 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, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N, Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR T13789379 74497 GRG SPECIAL 1 2 Job Reference (optional) GnaWDers I fuss, Inc., t-on Tierce, t-L O. IJV J IVI3I I I — 10 IVII I — IIIUIIJII ItlJ, 11 W. IV I nNI — I v. '. a '. ray. I I D:B4h5M BmOpx?MT9hX8GzMj9zz5ll-jTErKl HufelAp683kNeYkj EW 5glQjoFlyJrudxzQAUC 5-2-15 10-2-5 15-1-12 16-5-1 18-5-12 24-5-12 30-2-4 33-5-12 5-2-15 4-11-7 4-11-7 1-4-0 2-0-0 6-0-0 5-8-8 3-3-8 4x5 = 1 Scale = 1:58.8 6.00 12 3x4 14x5 3x4 = 4x4 = 4x6 = 7x8 = 7 826 9 27 10 2x3 11 2 3x6 = 4x10 = 4 I9 20 3x10 I I 19 3o 5X8 = 18 7x8 = 17 4x4 I I 6X8 = 12 3x4 11 5-2-15 10-2-5 15-1-12 16-5-1$ 18-5-12 24-5-12 W 2-4 33-5-12 5-2-15 4-11-7 4-11-7 1-4-0 2-0-0 6-0-0 3-3-8 Plate Offsets (X Y)-- [13:0-6-0 0-4-0] [17:Edge 0-3-8] [18:0-3-8 0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.36 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.79 15-16 >505 240 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.21 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Wind(LL) 0.64 15-16 >623 240 Weight: 433 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc purlins, BOT CHORD 2x4 SP M 30 `Except` except end verticals. 17-20: 2x6 SP No.2, 9-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-6-0 oc bracing. WEBS 2x4 SP No.3 *Except*, 10-11: 2x6 SP No.2 REACTIONS. (lb/size) 20=2202/Mechanical, 11=2572/0-7-8 Max Harz 20=59(LC 8) Max Uplift 20=-1749(LC 8), 11=-2103(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-20= 2106/1722, 1-2=-3368/2682, 2-4=-3368/2682, 4-5=-9311/7394, 5-6=-9605/7625, 6-7=-7581/6094, 7-8=-6949/5630, 8-9_ 5566/4538, 9-10= 2451/2014, 10-11=-2508/2100 BOT CHORD 18-19=-4544/5668, 17-18=-877/1102, 15-16=7927/9857, 14-15= 4538/5566, 13-14=-2075/2530, 9-13=-1979/1720 WEBS 1-19= 3055/3841, 2-19=-417/493, 4-19=-2682/2102, 4-18=-572/578, 16-18=-3733/4648, 4-16=-3164/3963, 6-16=-543/418, 6-15=-4231/3343, 7-15=-2460/3090, 8-15=-1232/1560, 8-14= 1046/877, 9-14=-278513434, 10-13= 2787/3391 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=l ift" Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1749 lb uplift at joint 20 and 2103 lb Walter P. Finn PE No.22839 uplift at joint 11. MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 16,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE, ' Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricallon, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and &CSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR T13789379 74497 GRG SPECIAL 1 2 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.13U s Mar 11 2U18 MI I eK maustries, Inc. Mon Apr 18 1U:12:49 zuie rage z ID:B4h5M BmOpx?MT9hXBGzMj9zz5ll-jTErKI HufBlAp683kNeYkj EW 5glQjoFlyJrudxzQAUC 4NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 92 lb down and 149 lb up at 1-9-12, 92 lb down and 149 lb up at 3-9-12, 92 lb down and 149 lb up at 5-9-12, 92 lb down and 149 lb up at 7-9-12, 92 lb down and 149 lb up at 9-9-12, and 104 lb down and 208 Ito up at 30-6-8, and 104 lb down and 208 Ib up at 32-1-0 on top chord, and 39 lb down and 21 lb up at 1-9-12, 39 lb down and 21 lb up at 3-9-12, 39 lb down and 21 lb up at 5-9-12, 39 lb down and 21 lb up at 7-9-12, 39 lb down and 21 lb up at 9-9-12, 276 lb down and 240 lb up at 11-5-0, 544 lb down and 549 lb up at 18-5-12, 159 lb down and 178 lb up at 20-6-8, 159 lb down and 178 lb up at 22-6-8, 159 lb down and 178 Ib•up at 24-6-8, 159 lb down and 178 lb up at 26-6-8, 159 lb down and 178 lb up at 28-6-8, and 79 lb down and 34 Ito up at 30-4-0, and 79 lb down and 34 lb up at 32-1-0 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: 1-6=-54, 6-7=-54, 7-10=-54, 17-20=-20, 13-16=-20, 11-12=-20 Concentrated Loads (lb) Vert: 3=-52(B) 9=-104(B) 15=-544(B) 14=-159(B) 13=-54(B) 21=-52(B) 22=-52(B) 23=-52(B) 25=-52(B) 27=-104(B) 28� 27(B) 29= 27(B) 30=-27(B) 31=-27(B) 32=-27(B) 33=-276(B) 34=-159(B) 35=-159(13) 36=-159(B) 37=-159(B) 38— 54(B) A WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIh7473 rev. 10/012015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Indicated Is to buckling Individual truss web chord members only. Additional temporary and permanent bracing M iTe k' building design. Bracing prevent of and/or Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type „ Qty Ply 20005 SOUTHERN STAR a T13789380 74497 GRK HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Apr 16 10:12:51 2018 Page 1 I D: B4h5M BmOpx?MTghX8GzMj9zz5l l-frMcl_J8BIZu3QISrogOg8JnldzCBjdQQdK?hgzQAUA 1-3-12 4-B-4 B-0-0 14-5-4 20-6-12 27-2-0 30-5-12 33-10-4 35-2-0 1-3-12 3-4-B 3-3-12 6-5-4 - 6-3-6 6-5-0 3-3-12 3-4-6 1-3-02 i cm 0 5x8 MT18HS = I . 3x5II 5x8 MT18HS WB = 5x6 = 6.00 12 4 26 '27 28 529 30 6 31 732 33 34 35 5x8 MT18HS = Scale = 1:61.2 6x8 - 9 6x10 \\ X2. 10 19 18 36 17 t6 3738 39 40 15 41 14 42 13 3x5 = 3x4 5x8 MT18HS = 410 = 4x5 = 5x6 WB = 3x4 = ■Y� 3x5 = 6x10 // 1-3-12 i1-0-0 &0-D 14-54 27-2-0 34-2-0 1-0-0 6-&4 6-54 53-8 6-54 7-0.0 1-0.0 LOADING (psf) TOLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.74 BC 0.92 WB 0.83 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 *Except` 4-6,6-8: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 2-19,10-12: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 19=2377/0-7-8, 12=2373/0-7-8 Max Harz 19=-193(LC 6) Max Uplift 19=-1939(LC 8), 12=-1877(LC 8) Max Grav 19=2624(LC 29), 12=2619(LC 30) DEFL: in (loc) Well Ud Vert(LL) 0.5215-16 >758 240 Vert(TL) -0.66 15-16 >589 . 240 Horz(TL) 0.19 12 n/a n/a PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 190 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-7-9 oc bracing. WEBS 1 Row at midpt 3-19, 4-16, 8-15, 9-12 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-358/194, 3-4=-4251/3151, 4-5=-5624/4290, 5-7= 5624/4290, 7-8=-5610/4278, 5-9=-4246/3149, 9-10= 368/233 BOT CHORD 18-19= 2322/3410, 16-18=-2641/3883, 15-16=-4040/5625, 13-15=-2640/3734, 12-13=-2328/3264 WEBS 2-19= 418/413, 3-19=-3730/2784,,3-18=-573/704, 4-18=0/344, 4-16= 1688/2248, 5-16=-825/867, 7-15=-842/860, 8-15=-1679/2237, 8-13=0/345, 9-13= 575/705, 9-12=-3716/2747, .10-12= 418/398 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100111; eave=l Ift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 1939 lb uplift at joint 19 and 1877 lb uplift at joint 12. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 200 lb down and 220 lb up at 8-0-0, 200 lb down and 208 lb up at 10-0-12, 200 lb down and 208 lb up at 12-0-12, 200 lb down and 208 lb up at 14-0-12, 200 lb down and 208 lb up at 16-0-12, 200 lb down and 208 lb up at 17-5-0, 200 lb down and 208 lb,up at 19-1-4, 200 lb down and 208 lb up at 21-1-4, 200 lb down and 208 Ito up at 23-1-4, and 200 lb down and 208 lb up at 25-1-4, and 200 lb down and 220 lb up at 27-2-0 on top chord, and 355 lb down and 258 lb up at 8-0-0, 79 Ib down and 34 lb up at 10-0-12, 79 lb down and 34 lb up at 12-0-12, 79 lb down and 34 lb up at 14-0-12, 79 lb down and 34 lb up at 16-0-12, 79 lb down and 34 lb up at 17-5-0, 79 lb down and 34 lb up at 19-14, 79 Ito down and 34 lb up at 21-1-4, 79 lb down and 34 lb up at 23-14, and 79 lb down and 34 lb up at 25-1-4, and 355 lb down and 258 lb up at 27-1-4 on bottom chord. The design/selection of such connection device(s) is the Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 .n,ivisaorisibift,of others. ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mil-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing �A Mel( Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Intormaflon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR ' a T13789380 74497 GRK HIP 1 1 Job Reference (optional) Chambers I russ, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MITek Industries, Inc. Mon Apr 16 10:12:51 2018 Page 2 I D: B4h5M BmOpx?MT9hX8GzMj9zz5l l-frMcl_J8BIZu3QiSrogOg8JnldzCBjdQQdK?hgzQAUA •NOTES- 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) ' Vert: 1-4=-54, 4-8=-54, 8-11=-54, 20-23=-20 Concentrated Loads (lb) Vert: 4— 104(F) 6=-104(F) 8=-104(F) 17=-54(F) *8=-258(F) 13=-258(F) 14� 54(F) 26=-104(F) 28=-104(F) 29=-104(1`) 30=-104(F) 31=-104(F) 32=-104(F) 33=-104(F) 35=-104(F) 36= 54(F) 37=-54(F) 38=-5�(F) 39=-54(F) 40=-54(F) 41=-54(F) 42=-54(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev, f0413/2015 BEFORE USE ' Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and. permanent bracing Mi'ie k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and.bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DS13-89 and BCSI Building. Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR V T13789381 74497 GRR HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 16 10:12:52 2018 Page 1 • ID:64h5MBmOpx?MT9hX8GzMj9zz5ll-81w_zKJmy3hlhasePWBFMMswR118w9kZeH4YDGzQAU9 i1-3-12 4-6-4 8-0-0 14-8-4 21-2-12 27-11-0 , T 2-12 34-7-4 35-11-Q 1-3-12 3-4-8 3-3-12 6-8-4 6-6-8 6-8-0 3-3-12 3-4-8 1-3-12 0 0 5x12 MT18HS = 3x6 11 5x8 MT18HS = 5x6 = 6.00 12 4 26 27 285 6 29 30 7 31 32 33 5x12 MT18HS = Scale = 1:62.6 6x8 i 6x8 3 9 6X70 \\ 2 I 10 19 18 34 17 35 16 36 37 38 15 39 14 40 13 12 3x5 = 3x4 5x6 WB= 4x10 = 4x5 = 5x6 WB= 3x4 3x5 = 6x10 1-3-12 8-0-0 14-8-4 21-2-12 27-11-0 34-11-D 35-11-0 �1-0-0 6-0-4 6-8-4 6-68 6-8-4 7-0-0 1-0-0 Plate Offsets (X Y)-- 12:0-7-9 0-3-0] [2:0-0-0 0-3-1] [4:0-8-8,0-1-12], [6:0-4-0,Edge], [8:0-8-8,0-1-121, 110:0-0-0,0-3-11, [12:0-7-9,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.54 15-16 >736 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.70 15-16 >573 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.20 12 n/a , n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Weight: 193lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except' TOP CHORD Structural wood sheathing directly applied or 2-7-11 oc puriins. 46,6-8: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 3-7-2 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpt 3-19, 4-16, 8-15, 9-12 WEBS 2x4 SP No.3 *Except* 2-19,10-12: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 19=2404/0-7-8, 12=2402/0-7-8 Max Horz 19— 193(LC 6) Max Uplift 19=-1954(LC 8), 12= 1895(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-285/185, 3-4=-3836/3180, 4-5=-5174/4366, 5-7= 5174/4366, 7-8=-5170/4363, 8-9=-3834/3182, 9-10=-285/225 BOT CHORD 18-19=-2338/2957, 16-18=-2670/3425, 15-16=-4126/5170, 13-15=-2672/3423, 12-13=-2347/2956 WEBS 2-19=-366/418, 3-19=-3402/2814, 3-18=-577/656, 4-18=0/352, 4-16=-1720/2091, 5-16— 746/862, 7-15=-765/860, 8-15=-1718/2088, 8-13=0/353, 9-13= 579/655, 9-12=-3399/2781, 10-12=-366/403 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft eave=l ift; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 61 * 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 1954 lb uplift at joint 19 and 1895 lb uplift at joint 12. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)123 lb down and 220 lb up at 8-0-0, 104 lb down and 208 lb up at 10-0-12, 104 lb down and 208 lb up at 12-0-12, 104 Ito down and 208 lb up at 14-0-12, 104 lb down.and'208 lb up at 16-0-12, 104 lb down and 208 lb up at 17-10-4, 104 lb down and 208 lb up at 19-10-4, 104 lb down and 208 lb up at 21-10-4, 104 lb down and 208 lb up at 23-10-4, and 104 lb down and 208 lb up at 25-10-4, and 123 lb down,and 220 lb up at 27-11-0 on top chord, and 258 lb down and 258 lb up at 8-0-0, 79 lb down and 34 lb up at 10-0-12, 79 lb down and 34 lb up at 12-0-12, 79 lb down and 34 lb up at 14-0-12, 79 lb down and 34 lb up at 16-0-12, 79 lb down and 34 lb up at 17-10-4, 79 lb down and 34 lb up at 19-10-4, 79 lb down and 34 lb up at 21-10-4, 79 lb down and 34 lb up at 23-10-4, and 79 lb down and 34 lb up at 25-10-4, and 258 lb down and 258 lb up at 27-10-4 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 rl E S section loads a lied to the face of the truss are noted as front F or back B . ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual Wilding component not �° a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the •% fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 20005 SOUTHERN STAR T13789381 74497 GRR HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort fierce, FL m 13v s rvlar i i zv i o ry i r en muusu res, uu:. rviun MPr i v i u. i c.ac cv 10 raye a • ID:B4h5MBmOpx?MT9hX8GzMj9zz5ll-81w_zKJmy3hlhasePWBFMMswR118w9kZeH4YDGzOAU9 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-8— 54, 8-11= 54, 20-23=-20 Concentrated Loads (lb) Vert:4=-104(B) 6=-104(B)8=-104(B) 17=-54(B) 18=-258(B) 13= 258(B) 14=-54(B) 26=-104(B) 27=-104(B) 28=-104(B) 29— 104(B) 30=-104(B)31=-104(6) 32=-104(B) 33=-104(B) 34=-54(B) 35=-54(B) 36=-54(B) 37=-54(B) 38=-54(B)39=-54(B) 40=-54(B) ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 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, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTeW prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quallty Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandrla, VA 22314. Job Truss Truss Type Oty Ply 20005 SOUTHERN STAR • T73789382 74497 J1 MONO TRUSS 14 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Apr 16 10:12:53 2018 Page 1 • ID:B4h5MBmOpx?MT9hX8GzMj9zz5ll-cETMAgKOjMpclkRgzDiUvZPGTRpofouitxp6mizOAU8 1-3-12 2-0-0 4 1-3-12 0.8- Scale =1:9.6 2x3 II 1-0-00 2-0-0 1-0- 1-0-0 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.00 5 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(TL) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP Wind(LL) -0.00 5 >999 240 Weight: 7lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=-46/Mechanical, 5=218/0-7-8, 3=-26/Mechanical Max Harz 5=58(LC 12) Max Uplift 4= 46(LC 1), 5=-197(LC 12), 3=-26(LC 1) Max Grav 4=41(LC 12), 5=218(LC 1), 3=16(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-110/253 Structural wood sheathing directly applied or 2-0-0 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 lb uplift at joint 4, 197 lb uplift at joint 5 and 26 lb uplift at joint 3. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Btvd. Tampa FL 33610 Date: April 16,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE Mll-7473 rev. 10(03,2015 BEFORE USE. Design valid for use only wlih MlTek@) connectors. This design Is based only upon parameters shown, and Is for an individual building component not Wit a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 20005 SOUTHERN STAR T13789383 74497 J3 MONO TRUSS 13 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Apr 16 10:12:53 2018 Pagel I D: B4h5M BmOpx?MT9hXBGzMj9zz5ll-cETMAgKOjMpci kRgzDiUvZPFGRrHfoHitxp6mizQAU8 1-4-0 4-0-0 _ 1-4 0 2-8-0 5 2x3 11 1-0-0 4-0-0 1-0-0 i 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.00 4-5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.00 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=51/Mechanical, 4=16/Mechanical, 5=218/0-7-8 Max Horz 5=114(LC 12) Max Uplift 3=-72(LC 12), 4=-4(LC 9), 5= 158(LC 12) Max Grav 3=77(LC 17), 4=37(LC 3), 5=218(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-167/384 Scale =1:14.6 PLATES GRIP MT20 244/190 Weight: 14 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord,live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 72 lb uplift at joint 3, 4 lb uplift at joint 4 and 158 lb uplift at joint 5. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 16,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. f0/03,2015 BEFORE USE. Design, valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type y City Ply 20005 SOUTHERN STAR T13789384 74497 J4 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL Offsets (X,Y)-- f2:0-0-14.0-1- 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 16 10:12:54 2018 Page 1 I D:B4h5MBmOpx?MT9hX8GzMj9zz511-4Q1 kOOLOUgxTwt01 WxEjRnxHUr6cODas6bZfl9zQAU7 1-4-0 4-11-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.02 4-5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.02 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) -0.02 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MP LUMBER- '- TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=79/Mechanical, 4=32/Mechanical, 5=247/0-7-8 Max Harz 5=142(LC 12) Max Uplift 3= 102(LC 12), 4=-5(LC 9), 5=-167(LC 12) Max Grav 3=11 O(LC 17), 4=59(LC 3), 5=247(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-516/121 BOT CHORD 1-5= 102/419• WEBS 2-5=-230/803 Scale = 1:16.9 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. ll; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Comer(3) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 3, 5 lb uplift at joint 4 and 167lb uplift at joint 5. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabacatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 2110115 SOUTHERN STAR � T13789385 74497 J5 MONO TRUSS 19 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Apr 16 10:12:54 2018 Page 1 ID:B4h5MBmOpx?MT9hX8GzMj9zz5ll-4Q1 kOOLOUgxTwtOl WxEjRnxFOr3HOD4s6bZf19zQAU7 1-4-0 6-0-0 1.4-0 4-8-0 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 3x4 = 5 3x10 11 RE CSI. DEFL. In (loc) I/deft Ud TC 0.93 Vert(LL) 0.04 4-5 >999 240 BC 0.58 Vert(TL) -0.05 4=5 >999 180 WB 0.21 Horz(TL) -0.04 3 n/a n/a Matrix -MP REACTIONS. (lb/size) 3=106/Mechanical, 4=47/Mechanical, 5=280/0-7-8 Max Horz 5=173(LC 12) Max Uplift 3=-133(LC 12), 4=-8(LC 12), 5= 177(LC 12) Max Grav 3=143(LC 17), 4=79(LC 3), 5=280(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-454/159 BOT CHORD 1-5= 122/337 WEBS 2-5= 310/697 Scale = 1:27.6 PLATES GRIP MT20 244/190 Weight: 20 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-4-12 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 lb uplift at joint 3, 8 lb uplift at joint 4 and 177 lb uplift at joint 5. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11--7473 rev. 1010312015 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, not a truss system. Before use. the building designer must verily the applicability of design parameters and properly Incorporate This design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse withpossible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Cdterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Sheet. Suite 312, Mexandtia, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 20005. SOUTHERN STAR " T13789386 74497 15C SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Apr 16 10:12:55 2018 Page 1 ID:B4h5MBmOpx?MT9hX8GzMj9zz5ll-Ycb6bLMeF_3KY1 bD4ely_UX9FR67hc?LFI DgbzQAU6 5-0-0 3-8-0 3x8 11 1 . 3x4 11 Scale = 1:22.6 3-8-0 1-4-0 Plate Offsets (X Y)-- [1:0-3-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud _ PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.01 8-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.02 8-11 >999 240 BCLL • 0.0 Rep Stress [nor YES WB 0.13 Horz(TL) -0.02 5 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix -MP Wind(LL) 0.02 8-11 >999 240 Weight: 27lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-6-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except Qt=length) 1=Mechanical. (lb) - Max Horz 1=144(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1, 4 except 5=-341(LC 17), 6=-404(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 4, 5 except 6=573(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-207/270 BOT CHORD 6-7=-284/164 WEBS 3-6=-243/421 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; 13=15011; L=100ft; eave=lift; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;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. 4) Refer to girder(s) for truss to truss connections. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except (jt=lb) 5=341, 6=404. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MITek8 connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type , City Ply 20005 SOUTHERN STAR T13789387 74497 J7 MONO TRUSS 49 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 16 10:12:56 2018 Page t I D: B4h5M BmOpx?MT9hXBGzMj9zz5l l-Op9VohMHOHBB9BAPeLGBXCi fneoCs4o9Zv2mM 1 zQAU5 1-3-12 8-0-0 1-3-12 6-8-4 i 3x4 = 5 3x10 8-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.06 4-5 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.18 4-5 >438 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) -0.09 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MP Wind(LL) 0.14 4-5 >554 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=158/Mechanical, 4=74/Mechanical, 5=349/0-7-8 Max Harz 5=232(LC 12) Max Uplift 3=-192(LC 12), 4=-14(LC 12), 5=-202(LC 12) Max Grav 3=208(LC 17), 4=119(LC 3), 5=349(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 675/234 BOT CHORD 1-5=-151/422 WEBS 2-5=-504/1080 Scale = 1:30.4 PLATES GRIP MT20 244/190 Weight: 26 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except {t=lb) 3=192, 5=202. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 1.6,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 1010312015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent brackrd MOW Is always required for stability and to prevent collapse with possUe personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 2231A. Tampa, FL 33610 Job Truss Truss Type . p City Ply 20005 SOUTHERN STAR T13789388 74497 VC SPECIAL 6 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Apr 16 10:12:56 2018 Page 1 I D: B4h5MBmOpx?MT9hX8GzMj9zz51I-Op9VohMHOHBB9BAPeLGBXC 1 npeiJs7J9Zv2mM 1 zQAU5 1-3-12 8-0-0 1-3-12 6-8-4 3x4 = 8 3x4 11 1-0-0 1r3-12 5-7-0 8-0-0 1- 12 4-3-4 2-5.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.01 6 >999 360 TCDL 7.00 Lumber DOL 1.25 BC 0.80 Ved(TL) -0.03 7-8 >999 240 BCLL 0.' Rep Stress Incr YES WB 0.16 Horz(TL) -0.04 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP Wind(LL) 0.02 7 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except` 3-7: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=55/Mechanical, 8=345/0-7-8, 5=179/Mechanical Max Horz 8=232(LC 12) Max Uplift 4=-52(LC 12), 8=-198(LC 12), 5=-158(LC 12) Max Grav 4=63(LC 17), 8=345(LC 1), 5=233(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 7-8= 262/173, 5-6= 411/272 WEBS 2-8= 288/540, 3-5= 343/520 Scale = 1:28.0 PLATES GRIP MT20 244/190 Weight: 34 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others). of truss to bearing plate capable of withstanding 100 lb uplift at jolnt(s) 4 except Qt=1b) 8=198, 5=158. Waiter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED WElr REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mfrek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not �� a truss system. Before use, the building designer must vedfy the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR T13789389 74497 JA MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MI I eK InflustrleS, Inc. Man Apr 16 1u:12:b/ 2uit5 Page 1 • ID:84h5MBmOpx?MT9hXBGzMj9zz5ll-U?jtO1 NvnbJ1 nLIbC3nQ3PZgr26ObW41oZnJvTzOAU4 1-3-12 7-8-9 1� 6.4-13 Scale=1:26.2 Jx4 — -0-0 Plate Offsets (X Y)-- [2:0-0-14 0-1-12] [2:0-0-1 1-1-0] [5:0-0-0 0-1-12] LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.05 4-5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.15 4-5 >517 240 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) -0.11 3 rUa n/a BCDL 10.0 Code FBC2014/rP12007 Matrix -MP Wind(LL) 0.17 4-5 >441 240 Weight: 25lb FT=20% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=152/Mechanical, 4=69/Mechanical, 5=33910-7-8 Max Horz 5=223(LC 12) Max Uplift 3=-185(LC 12), 4=-12(LC 12), 5=-199(LC 12) Max Grav 3=200(LC 17), 4=112(LC 3), 5=339(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-938/213, 2-3=-268/78 BOT CHORD 1-5=-146/613 WEBS 2-5=-452/1499 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24fh B=150ft; L=100ft; eave=l lfh Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Corner(3) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except 01=lb) 3=185, 5=199: Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 ® WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 10/03t20IS 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, not WK a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Info the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only, Additional temporary and permanent bracing n�n MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of fnrsses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type , � city Ply 20005 SOUTHERN STAR T13789390 74497 JA3 MONO TRUSS 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3xs 11 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 16 10:12:57 2018 Page 1 1 D: B4h5MBmOpx?MT9hXBGzMj9zz5l l-U?jtO1 NvnbJ 1 nLIbC3nQ3PZuR2BTbc2loZnJvTzQAU4 3-0-0 3-0-0 3-0-0 3-0-0 Scale = 1:14.7 Plate Offsets (X Y)-- [1.0-1-8 0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 1 n/a n/a BCDL 10.0 Code FB02014/TP12007 Matrix -MP Wind(LL) 0.01 4-7 >999 240 Weight: 16lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD SLIDER Left 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 1=106/Mechanical, 3=74/Mechanical, 4=31/Mechahical Max Horz 1=84(LC 12) Max Uplift 1=-27(LC 12), 3=-91(LC 12), 4=-10(LC 12) Max Grav 1=108(LC 17), 3=98(LC 17), 4=44(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-176/262 Structural wood sheathing directly applied or 3-0-0 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=l ift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;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. 4) Refer to girder(§) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1; 3, 4. Walter P. Finn PE No.22839 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33010 Date: April 16,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulding design. Bracing indicated Is to buckling of individual truss web and/or chord members only. Additional temporaryand permanent bracing M iTe k' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexancida, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR T13789391 74497 JA4 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 16 10:12:58 2018 Pagel ' ID:B4h5MBmOpx?MT9hX8GzMj9zz5ll-yBHFDNOXYuRuPVKolmlfcd62QSWyK1_S1 DXtRwzQAU3 1-3-12 4-9-6 13-12 3-5-10 I 3x10 II 1-0-0 1� 5:0-0-4.Edael. f5:0-0-0.0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 TCDL 7.0 Lumber DOL 1.25 BC 0.28 BCLL 0.0 Rep Stress Incr YES WB 0.15 BCDL 10.0 Code FBC2014/TP12007 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=74/Mechanical, 4=30/Mechanical, 5=239/0-7-8 Max Horz 5=137(LC 12) Max Uplift 3=-97(LC 12), 4=-5(LC 9), 5=-162(LC 12) Max Grav 3=104(LC 17), 4=55(LC 3), 5=239(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 329/115 BOT CHORD 1-5=-99/273 WEBS ' 2-5=-218/499 Scale = 1:16.5 DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) -0.01 4-5 >999 240 MT20 244/190 Vert(TL) -0.02 4-5 >999 180 Horz(TL) -0.01 3 n/a n/a Weight: 16lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-6 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150fh L=100ft; eave=l ift; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at Joint(s) 3, 4 except Qt=lb) 5=162. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 10/032015 BEFORE USE. ' Design valid for use only wilt) MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrk:atlon, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/rPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Smite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR T13789392 74497 JC5 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 201 a MI T ex inausdries, Inc. Mon Apr i b i uaz:aa zui 8 rage i ID:B4h5MBmOp)OMT9hX8GzMj9zz5ll-yBHFDNOXYuRuPVKolmlfcd6OSSONK1nS1 DXtRwzQAU3 1-3-12 5-7-0-O-Q 1 -12 4-3-4 5- LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 TCDL 7.0 Lumber DOL 1.25 BC 0.70 BCLL 0.0 Rep Stress Incr YES WB 0.16 BCDL 10.0 Code FBC2014/TP12007 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=98/Mechanical, 5=92/Mechanical, 8=31210-7-8 Max Horz 8=173(LC 12) Max Uplift 4=-108(LC 12), 5=-23(LC 12), 8— 166(LC 12) Max Grav 4=127(LC 17), 5=142(LC 3), 8=312(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-397/142 BOT CHORD 1-8=-122/337 WEBS 2-8— 308/544 Scale = 1:27.6 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.06 6-14 >960 240 MT20 244/190 Vert(TL) -0.06 6-14 >908 180 Horz(TL) 0.04 5 n/a n/a Weight: 26 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 5 except Qt=lb) 4=108, 8=166. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 16,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 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, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR T13789393 74497 JE MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 16 10:12:59 2018 Page 1 I D:B4h5MBmOpx?MT9hX8GzMj9zz5l l-QOrd Rj P91CZIOfv_J Upu8gfB2shA3RybFtGQzMzQAU2 1-3-12 6-8-14 1-3-12 5-5-2 Scale = 1:27.0 3 1-0-0 1 3-1 6-8-14 1-0-0 0-3-1 5-5.2 Plate Offsets (X Y)-- [5:0-0-6,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 0.59 Vert(LL) -0.03 4-5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -0.09 4-5 >705 240 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) -0.06 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MP Wind(LL) 0.08 4-5 >749 240 Weight: 22 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=128/Mechanical, 4=55/Mechanical, 5=305/0-7-8 Max Horz 5=168(LC 12) Max Uplift 3=-146(LC 12), 4=-4(LC 12), 5=-201(LC 12) Max Grav 3=163(LC 17), 4=92(LC 3), 5=305(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-673/149 BOT CHORD 1-5= 114/474 WEBS 2-5=-337/1206 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=l lft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Corner(3) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=ib) 3=146, 5=201. Walter P. Finn PE No.22838 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date., April 16,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312016 BEFORE USE. ° Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MBTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems; seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute; 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR T13789394 74497 JE3 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 16 10:13:00 2018 Page 1 ID:B4h5MBmOpx?MT9hXBGzMj9zz5ll-vaO?e3Pn3WhceoUAtBK8h2BTmGEsoySkUXO_WozQAU 1 ' 1-3-12 3.1-6 1�-12 1-9-10 2x3 11 5 3-1-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.00 5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=24/Mechanical, 4=-1/Mechanical, 5=197/0-7-8 Max Harz 5=88(LC 12) Max Uplift 3= 42(LC 12), 4=-2(LC 9), 5=-156(LC 12) Max Grav 3=46(LC 17), 4=21(LC 10), 5=197(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5— 123/290 Scale = 1:12.4 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-6 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft eave=l ift; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 5=156. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 0 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03&015 BEFORE USE. ' Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not I a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR � T13789395 74497 K HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MfTek industries, Inc. Mon Apr 16 1 u:13:u1 2u18 Paget • ID:B4h5MBmOp)OMT9hX8GzMj9zz5ll-NmyOsPQPgppTGy2NRvsNEFkYBfVJXEWujBIX2FzQAUO 1-3-12 5-8-14 10-0-0 17-7-0 25-2-0 29-5.2 33.12-4 35-2-0 .1-3-12 45-2 4-3-2 7.7-0 7-7-0 4-3-2 4-5-2 1.3-12 co Scale = 1:69.6 5x8 = 23 4 24 25 3x4 11 5x8 = 26 276 28 16 15 '. 13 -- 11 1u 3x5 = 3x4 = 3x6 = 3x8 = 3x6 = 3x4 = 3x5 = 6x10 1-3-12 1-0-0 10-0-0 17-7-0 25-2-0 i 34-2-0 1-60 B-8-4 i 7-7-0 7-7.0 9-0-0 1-0-0 Plate Offsets (X Y)-- [2:0-7-9 0-3-0] [2:0-0-0 0-1-151 [4:0-6-0 0-2-8] [6:0-6-0 0-2-8] [8:0-0-0 0-1-15] [10:0-7-9 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.10 13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.26 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.08 10 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix -MS Wind(LL) 0.15 13 >999 240 Weight: 187lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-8-14 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-4-2 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 16=1301/0-7-8, 10=1301/0-7-8 Max Horz 16=240(LC 11) Max Uplift 16=-845(LC 12), 10=-787(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-404/20, 2-3=-434/280, 3-4=-1775/1678, 4-5= 2005/2016, 5-6=-2005/2016, 6-7=-1775/1678, 7-8=-445/280, 8-9=-404/46 BOT CHORD 1-16=-87/328, 15-16=-1344/1637, 13-15=-1151/1548, 11-13=-1156/1548, 10-11 =-1 346/1552, 9-10=-87/328 WEBS 2-16=-289/548, 3-16=-1493/1509, 4-15= 68/293, 4-13=-524/635, 5-13=-471/618, 6-13=-524/635, 6-11=-68/293, 7-1 0=-1 493/1509, 8-10=-290/548 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Intedor(1) 9-7-3 to 10-0-0, Exterior(2) 10-0-0 to 35-2-0 zone; cantilever 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) Provide adequate drainage to prevent waterponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 16=845, 10=787. Walter P. Finn PE No.22839 MfTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 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, not a truss system. Before use. the building designer must verify The applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSUTPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR T13789396 74497 ' � K1 HIP 1 1 Job Reference (optional) Chambers I russ, Inc., i-ort Pierce, t-L 1-3-12 6-9-6 1-3-12 5-5-10 5-2-10 8.130 s Mar 11 2018 MI I eK Industries, Inc. Man Apr 16 10:13:02 2018 Pagel ID:B4h5M BmOpx?MT9hX8GzMj9zz5ll-rzW m31 R1 b7xKt6dZ_cNcmTHmc3t?Gj ml yrV4ahzQAU? 5-7-0 5x8 = 3x4 I I 5x8 = 4 5 6 Scale = 1:59.5 9 w 0 16 15 14 13 12 11 10 4x4 = 5x6 = 3x8 = 5x6 = 4x4 = 3x5 = 3x5 = 3x6 II 3x6 II 1-3-12 r1-0-0, , 6-9-6 , 12-0-0 17.7.0 23-2-0 28-4-10 '34-2-0 as2-a 7-a0 5-5-10 52-10 5-7-0 57-0 5-2-10 5-9-6 1-a0 0-3-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.08 13 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.19 12-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.06 10 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix -MS Wind(LL) 0.12 13 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 16=130110-7-8, 10=1301/0-7-8 Max Horz 16=-288(LC 10) Max Uplift 16= 845(LC 12), 10=-787(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 1880/1707, 3-4=-1678/1626, 4-5= 1642/1710, 5-6=-1642/1710, 6-7=-1678/1627, 7-8=-1880/1708, 8-9=-275/127 BOT CHORD 1-16=-199/264, 15-16= 217/476, 14-15=-1374/1739, 13-14=-1057/1459, 12-13=-1027/1438, 11-12= 1345/1620, 10-11=-194/298, 9-10=-194/298 WEBS 2-16= 1167/1330, 2-15— 1168/1367, 3-14=-334/380, 4-14=-187/303, 4-13=-305/404, 5-13=-342/441, 6-13- 305/404, 6-12=-187/303, 7-12= 337/380, 8-11=-1164/1367, 8-10= 1162/1329 PLATES GRIP MT20 244/190 Weight: 202 lb FT = 20% Structural wood sheathing directly applied or 5-3-2 oc purfins. Rigid ceiling directly applied or 6-3-6 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150fh L=100ft eave=l ift; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 12-0-0, Exterior(2) 12-0-0 to 23-2-0 zone; cantilever 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) 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 20.0psf 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 16=845, 10=787. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd, Tampa FL 33610 Date: April 16,2018 0 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent braying MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR • T13789397 74497 K2 HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 16 10:13:03 2018 Page 1 • • ID:B4h5MBmOpx?MT9hX8GzMj9zz5ll-J948G5SgMR3BVGCIYJurJgpwlTCi?ChBAVEe67zQAU_ 7.1.4 14-0.0 21-2-0 27-7-0 33-10-4 35.2-0 7-1-4 6-10-12 7.2-0 6.5.0 6-3-4 1.3-12 3x6 I I 3x6 = 3x4 = 3x8 = 3x6 = 4x4 = 3x5 = M= 3x6 II 35-2-0 r19-6 7,1,4 14-0-0 21-2-0 i 27-7-0 34-7�0 J 6-9-8 0. 2 6-70-12 7-2-D 6-5-0 6-34 0-§•�2 Plate Offsets (X,Y)-- (3:0-5-8,0-2-41,(4:0-4-0,0-2-81 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.06 11-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(fL) -0.14 11-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Wind(LL) 0.06 11-12 >999 240 Weight: 186lb FT =20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-13 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 2-12, 3-11 REACTIONS. (lb/size) 14=1592/0-7-8, 8=1011/0-7-8 Max Horz 14=-336(LC 10) Max Uplift 14=-1313(LC 12), 8= 565(LC 12) Max Grav 14=1592(LC 1), 8=1060(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1134/620, 2-3= 792/443, 3-4=-915/855, 4-5=-1057/828, 5-6=-1472/1084, 6-7=-315/122 BOT CHORD 1-14=-474/1150, 12-14=-542/1199, 11-12=-187/728, 9-11=-780/1220, 8.9=-221/351, 7-8=-221/351 WEBS 2-14=-1427/1796, 2-12=-1195/1132, 3-12=-384/633, 3-11=-570/482, 5-11=-521/605, 6-9= 564/882, 6-8=-978/1050 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=24ft B=150ft; L•=100ft; eave=lift; Cat. ll; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 14-0-0, Exterior(2) 14-0-0 to 21-2-0, Interior(1) 34-7-8 to 35-2-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 14=1313, 8=565. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. 10/03/2015 BEFORE USE ° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and fruss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component. 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 20005 SOUTHERN STAR • T13789398 74497 K3 HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 16 10:13:04 2018 Page 1 I D: B4h5M BmOpx?MT9hX8GzMj9zz511-nLeW UQT17kB27Qny61 P4ruM38tV5kd?KPB_BeazQATz 7-1-4 11-6-10 16-0-0 19.2-0 25-11-15 33-10.4 'N5-2-OO 7-1-0 4-5-6 4-5.6 3-2-0 6-9.15 7-10-5 1.3-12 5 = 1:69.0 9 m I4 6 6x8 = 4x6 = 3x4 = 3x4 = 3x6 = 4x4 = 3x5 = 3x5 = 35-2-0 69-8 7,tr4 16-0-0 19-2-0 25-11-15 _ i 33-104 34r2-0 t>9-8 4 2 8.10.12 3-2-0 69-15 7-10-5 0-9-42 1-0-0 Plate Offsets (X Y)-- [5:0-4-8 0-1-12] [6:0-3-0 0-2-0] [7:0-4-0 0-3-4] [8:0-2-12 0-1-0] [10:0-0-13,0-1-91,[16:0-3-8,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.25 11-13 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.54 11-13 >592 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(TL) 0.02 10 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix -MS Wind(LL) 0.47 11-13 >690 240 Weight: 190lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-3 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-16, 7-13 REACTIONS. (lb/size) 16=1587/0-7-8, 10=1015/0-7-8 Max Horz 16=-384(LC 10) Max Uplift 16=-1310(LC 12), 10=-568(LC 12) Max Grav 16=1587(LC 1), 10=1083(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2= 1193/636, 2-4=-869/583, 4-5=-855/638, 5-6— 731/671, 6-7=-890/676, 7-8=-1477/1020, 8-9=-297/37 BOT CHORD 1-16=-490/1204, 14-16=-121/642, 13-14=-122/799, 11-13=-706/1198, 10-11=-246/338, 9-10= 246/338 WEBS 2-16=-413/670, 4-16=-1361/1510, 4-14=-525/553, 7-13=-766/871, 7-11=-6/299, 8-11_ 581/866, 8-1 0=-1 142/1308 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 16-0-0, Exterior(2) 16-0-0 to 19-2-0, Interior(1) 32-8-15 to 35-2-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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, with BCDL = 10.0psf. ' 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 16=1310, 10=568. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 A WARNING - Veritydesign pammeters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10/0=015 BEFORE USE. Design valid for use only with M1TekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only, Addilionai temporary and permanent bracing Mi1°CSk'° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR T13789399 74497 K4 COMMON 5 1 ` Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 16 10:13:04 2018 Page 1 I D: B4h5MBmOpx?MT9hXBGzMi9zz5l l-nLeW UQT17kB27Qny61 P4ruM6gtXrkbRKP8_BeazQATz 7-1-4 11.6.10 17-7-0 23-5-6 2a-5-9 33-10-4 35-2-0 7-1-4 4-7-6 5.10.E 5-10-6 5-0-3 5-4-11 dI 0 I20 0 16 a io alto 14 as — io .r. — i1 11 6x8 = 4x6 = 3x8 — 3x6 = 3x4 = 6x10 3x5 = Scale = 1:67.9 35-2-0 . 6-s-8 71r4 17-7-0 25-11.11 i 33-IOA 34ra-0 I z 10-5-12 6-0-11 7-10-9 0-9-N2 1-0-0 Plate Offsets (X Y)-- [9:0-0-0 0-1-15] (11:0-7-9 0-3-01 j16:0-3-8 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 . TC 0.33 Vert(LL) -0.21 14-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.49 14-16 >658 240 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.03 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Wind(LL) -0.10 14-16 >999 240 Weight: 188lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-16, 6-14 REACTIONS. (lb/size) 16=1592/0-7-8, 11=1010/0-7-8 Max Harz 16=-421(LC 10) Max Uplift 16=-1316(LC 12), 11=-562(LC 12) Max Grav 16=1592(LC 1), 11=1089(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1194/619, 2-4= 893/588, 4-5=-857/638, 5-6=-829/675, 6-8=-1414/1048, 8-9=-509/348, 9-10=-342/69 BOT CHORD 1-16=-480/1211, 14-16=-106/677, 12-14=-437/998, 11-12— 771/1255, 10-11=-129/364 WEBS 2-16=-391/618, 4-16= 1347/1480, 4-14=-358/449, 5-14=-215/434, 6-14= 660/685, 6-12=-279/388, 8-12=-198/379, 8-11=-1054/759, 9-11=-412/637 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100fh eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 17-7-0, Exterior(2) 17-7-0 to 27-2-3 zone; cantilever 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, with BCDL =1 O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 16=1316, 11=562. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 8634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03,2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not OF a Truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always regdred for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR T13789400 74497 K5 COMMON 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 16 10:13:05 2018 Page 1 I D: B4h5M BmOpx?MT9hX8GzMj9zz5l l-FYCuhmTwu2KvkaM8gkwJO5vGZHsMT9ATeojkAOzQATy 11-3-12, 6.8-7 11-8-10 17-7-0 23-5-6 26.5.11 33-10-0 $5-2-0, � ' 5-4.11 5-0-3 5-10.6 5-10-6 5.0.3 5-4.11 1-3-12 Scale=1:67.9 3x4 = 4x6 = 3x8 — 4x6 = 3x4 = 6x10 // 3x5 = 6x10 \\ 3x5 = 1-3-12 35-2-0 i1-D-0 9-2-5 17-7-0 , 25-11-11 33-10-4 1-D-0 7-10.9 B-4-11 B-4-11 7-10-9 4 2 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.14 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.31 13-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.08 12 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix -MS Wind(LL) 0.12 15-17 >999 240 Weight: 197lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-4 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-7-2 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-15, 7-15, 9-12, 5-15, 3-18 REACTIONS. (lb/size) 12=1301/0-7-8, 18=1301/0-7-8 Max Horz 18=-421(LC 10) Max Uplift 12=-787(LC 12), 18=-845(LC 12) Max Grav 12=1336(LC 18), 18=1336(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-367/115, 2-3=-540/430, 3-5=-1881/1614, 5-6=-1357/1306, 6-7=-1356/1306, 7-9= 1884/1614, 9-10=-554/430, 10-11=-370/122 BOT CHORD 1-18= 200/390, 17-18=-1244/1958, 15-17=-1034/1727, 13-15=-1034/1459, 12-13=-1244/1646,11-12= 200/402 WEBS 6-15=-789/883, 7-15=-641/638, 7-13— 213/357, 9-13=-150/323, 9-12=-1471/1235, 10-12=-441/660, 5-15= 640/638, 5-17=-213/355, 3-17= 148/323, 3-18_ 1481/1235, 2-18= 440/660 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=l lfh Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 17-7-0, Extedor(2) 17-7-0 to 27-2-3 zone; cantilever 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, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=787, 18=845. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 ® WARNING- Verify design parameters end READ NOTES ON THIS AND INCLUDED mrrEKREFERANCE PAGE MX7473 rev. 10/032015 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 not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing n� Itll iTe W Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and muss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Sulte 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 20005 SOUTHERN STAR ^ T13789401 74497 K6 COMMON 7 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 16 10:13:06 2018 Page 1 ^ ID:B4h5MBmOpx?MT9hX8GzMj9zz5ll-jkmHv6UYfMSmMkxKDSRYxJRS?gDGCUadsSTliSzOATx 1-312 6-8-7 - 11-80-10 17 23-5-6 29-4-4 35.2.0 I1-3-12 5.4.1, 5--3 5-10-6-7-0, 5-10-6 5-10.14 5-9-12 Scale = 1:67.9 3x4 = 3x6 = 3x8 = 3x6 = 3x4 = 3x6 II 3x5 = 3x5 = 1-3-12 11-0-0 9-2-5 17-7-0 25-11-11 29-4-4 2 8-0 35-2-0 1-040 7-10-9 8-4-11 - B-4-11 - 34-9 0-3-12 Plate Offsets (X Y)-- [2:0-0-0 0-1-151 [2:0-7-9 0-3-01 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 0.35 Vert(LL) -0.11 14-16 >999 360 MT20 244/190 'TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vett(TL) -0.24 14-16 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.04 11 rVa n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Wind(LL) 0.07 14-16 >999 240 Weight: 192lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-2 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing: WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-14 REACTIONS. (lb/size) 17=1086/0-7-8, 11=1517/0-7-8 Max Horz 17=421(LC 11) Max Uplift 17=-714(LC 12), 11=-918(LC 12) Max Grav 17=1150(LC 17), 11=1517(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-344/78, 2-3=-507/384, 3-5=-1532/1215, 5-6= 932/869, 6-7=-974/837, 7-9_ 679/385, 9-10=-881/516 BOT CHORD 1-1 7=-1 61/362, 16-17= 911/1668, 14-16=-616/1401, 12-14=-242/762, 11-12= 397/897, 10-11=-397/897 WEBS 2-17=-424/641, 3-17= 1171/887, 3-16=-184/363, 5-16= 250/389, 5-14=-662/667, 6-14— 403/541, 7-14=-183/253, 7-12=-633/758, 9-12— 894/1057, 9-11 =-1 42411532 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0,-0 to 9-7-3, Interior(1) 9-7-3 to 17-7-0, Extedor(2) 17-7-0 to 27-2-3 zone; cantilever 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, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 17=714, 11=918. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MIYEKREFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE, Design valid for use only with MiTek® connectors. this design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to. prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing {► MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage; dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type , Qty Ply 20005 SOUTHERN STAR T13789402 74497 K7 COMMON 3 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Apr 16 10:13:07 2018 Page 1 ID:64h5MBmOpx?MT9hX8GzMj9zz5ll-BwKf6SVAQfad_tW W n9znTW_bd4YWx3Zm56CrEuzQATw 1-3-12 6-8-7 11-6-10 17-7-0 23-5-6 26-5-9 34-5-8 1-3-12 5-0-11 5-0-3 5-10-6 5-10-6 5-0-3 5-11-15 17 �o o� �o o� 14 01 .o — — 3x4 = 4x6 = 3x4 = 3x8 = 4x6 = 3x4 = 3x8 11 1 n T 0 Scale = 1:67.3 1-3-12 11-0-0 9-2-5 17-7-0 i 25-11-11 i 34.5-0 i 1-0-0 7-10.9 B-4-11 B-4-11 8-5-13 0.3-12 Plate Offsets (X,Y)-- [2:0-0-0,0-1-151, [2:0-7-9,0-3-01, [11:0-4-8,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.17 12-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.38 12-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.10 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Wind(LL) 0.16 12-14 >999 240 Weight:191 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-6-1 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-3-1 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-17, 5-14, 6-14, 7-14 SLIDER Right 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 17=1313/0-7-8, 11 =1 237/0-7-8 Max Horz 17= 414(LC 10) Max Uplift 17= 852(LC 12), 11=-748(LC 12) Max Grav 17=1345(LC 17), 11=1306(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-361/107, 2-3=-528/421, 3-5— 1896/1632, 5-6=-1381/1327, 6-7=-1378/1349, 7-9=-1912/1693, 9-11— 2033/1744 BOT CHORD 1-1 7=-1 92/379, 16-17=-1280/1964, 14-16=-1088/1737, 12-14=-1095/1502, 11-12=-1372/1714 WEBS 2-17=-437/659, 3-17=-1507/1266, 3-16= 145/320, 5-16=-209/350, 5-14=-637/636, 6-14=-832/911, 7-14=-674/668, 7-12— 235/359, 9-12= 176/359 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 17-7-0, Exterior(2) 17-7-0 to 27-2-3 zone; cantilever left 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 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 17=852, 11=748. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfrEKREFERANCE PAGE M11-7473 rev. 10/03)2016 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, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 20005 SOUTHERN STAR - a T13789403 74497 K8 COMMON 2 1 Job Reference (optional) Chambers Truss, Inc„ Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 16 10:13:08 2018 Page 1 I D:B4h5MBmOpx?MT9hXBGzMj9zz5l l-g6t1 KoW oBziUb l5j LtUOokXoaUyl gU rwKmyPnLzOATv 1-3-12 7-7-0 13-3-12 17-7-0 23-2-4 28-7-8 34-5-8 1-3-12 6.3-4 5-8-12 4-3-4 5-7.4 5-5-4 5-10-0 Scale = 1:63.3 3x6 11 4x4 = 3x6 = 3x8 = 3x6 = 2X3 11 3x5 II 1.3-12 - 1-0-0 7-7-0 i3-3-12 17.7-0 23-2A M:7-8 34-5-8 1-0-0 6-3-4 5-8-12 4•&4 57-4 S54 510-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.02 18-19 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.06 18-19 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.01 11 n/a n/a BCDL 10.0 Code FBC2014/TPl2007 Matrix -MS Wind(LL) 0.02 12-27 >999 240 PLATES GRIP MT20 2441190 Weight: 207 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or'6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 6-0-0 oc bracing: 15-16,13-15. SLIDER Right 2x6 SP No.2 2-6-0 WEBS 1 Row at midpt 6-15 REACTIONS. All bearings 0-7-8. (lb) - Max Horz 19=-414(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 19=-361(LC 12), 16=-558(LC 12), 13=-413(LC 12), 11=-268(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 19=51 O(LC 1), 16=942(LC 17), 13=799(LC 18), 11=469(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-454/380, 5-6=-200/362, 6-7=-190/362, 9-11=-469/504 BOT CHORD 18-19=-289/522, 16-18=-182/551, 15-16=-202/314, 12-13=-306/386, 11-12=-306/386 WEBS 2-19=-475/738, 3-16=-572/569, 5-16=-523/536, 7-13=-438/433, 9-13= 507/559 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft L=100ft; eave=l ift; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 17-7-0, Exterior(2) 17-7-0 to 27-2-3 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 3x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 361 lb uplift at joint 19, 558 lb uplift at joint 16, 413 lb uplift at joint 13 and 268 lb uplift at joint 11. Wafter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33810 Date: April 16,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MMEKREFERANCE PAGE MII-7473 rev. 1010312016 BEFORE USE Design valid for use only with MITek® connectors. INs design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, seeANSI/TPI1 Quality Criteria, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Mexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR T13789404 74497 ' K9 COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Apr 16 10:13:09 2018 Page 1 I D: B4h5MBmOpx?MT9hX6GzMj9zz51I-BJRPXBW QyHgKDBgvva?FYx3umuHRPx73ZQhyJnzQATu ii-3-12 7-7.0 13-3-12 17-7-0 i 23-2-4 i_ 30-7-0 1-3-12 6-3-4 5-8-02 5-7-4 7.4.12 3x4 = 4x4 — 6x8 = 3x6 = 3x8 — 3x4 = 3x4 I 3x6 11 1-3-12 1-0-0 7-7-0 13-3-12 17.7-0 23-2-4 30-7-0 1-0-0 6-3-0 S&12 4-3d 57-4 7-4-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.06 9-10 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.14 9-10 >611 240 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.01 9 n/a n/a BCDL 10.0 Code FBC2014ITPI2007 Matrix -MS Wind(LL) 0.01 14-15 >999 240 Scale = 1:61.7 PLATES GRIP MT20 244/190 Weight: 189 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-11 REACTIONS. All bearings 0-7-8. (lb) - Max Harz 15=-372(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 15= 333(LC 12), 13=-571(LC 12), 10=-386(LC 12), 9= 130(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 15=511(LC 1), 13=945(LC 17), 10=651(LC 18), 9=274(LC 18) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 457/330, 5-6= 1881319, 6-7=-177/327 BOT CHORD 14-15— 273/491, 13-14=-238/536 WEBS 2-15= 481/725, 3-13=-569/571, 5-13= 524/572, 7-10=-484/578 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 17-7-0, Exterior(2) 17-7-0 to 27-2-3 zone; cantilever left 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 333 lb uplift at joint 15, 571 lb uplift at joint 13, 386 lb uplift at joint 10 and 130 lb uplift at joint 9. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev, 101012015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and 8CSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR T13789405 74497 K9A COMMON 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Apr 16 10:13:10 2018 Page 1 ID:B4h5M BmOpx?MT9hXBGzMj9zz5ll-cV?nIUX3jayBrLESSI W U59c3ul bmBKaDn4RVrDzQATt it-3-121 6-8-7 11-8.10 17-7-0 23-2.4 i 30-7-0 i 1-3-15-4.11 5-0-3 5-10.6 5-7-4 7.4.12 Scale = 1:61.7 3x4 = M= 3x8 = 6x8 = 3x4 II 3x4 = 1-3-12 1.0-0 9-2-5 17-7-0 23-24 30-7-D 1-0-0 7-10-9 B-4-11 7-4-12 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 0.61 Vert(LL) -0.11 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.25 11-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.02 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Wind(LL) 0.05 11-13 >999 240 Weight: 180lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 14=865/0-7-8, 10=1249/0-7-8, 9=138/0-7-8 Max Horz 14=-372(LC 10) Max Uplift 14=-563(LC 12), 10=-805(LC 12), 9=-64(LC 8) Max Grav 14=898(LC 17), 10=1249(LC 1), 9=209(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-290/29, 2-3=-427/329, 3-5=-1058/892, 5-6=-439/521, 6-7=-443/570, 7-8=-115/251 BOT CHORD 1-1 4=-1 12/292, 13-14— 785/1234, 11-13=-538/918 WEBS 2-14= 406/626, 3-14=-784/642, 3-13=-228/391, 5-13=-276/447, 5-11=-704/687, 7-11=-386/809, 7-10=-1061/1120, 8-10= 209/300 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at micipt 5-11 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24fh B=15011; L=1001t; eave=l i ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 17-7-0, Extedor(2) 17-7-0 to 27-2-3 zone; cantilever left 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 alive 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 563 lb uplift at joint 14, 805 lb uplift at joint 10 and 64 lb uplift at joint 9. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/7EK REFERANCE PAGE MII-7473 rev. 10/012015 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 not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Addlilonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possl o personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute- 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 20005 SOUTHERN STAR T13789406 74497 KJ7 MONO TRUSS 6 1 Job Reference (optional) Chambers Truss, Inc., I-ort Pierce, FL m i ou 5 Mar i r eu i o rvu r erc uwusu res, mu. rviuu nPl w 1 v. i a. i i <v i o rave i + ID:B4h5MBmOpx?MT9hXBGzMj9zz5ll-4hZAygYhUu42SVp10?ijeM8JJhy?ttWMOkA3NgzQATs 1-9-8 6-2-14 11-3-0 1-9-8 4-5-6 5-0-2 Scale=1:27.8 3x6 11 1-4-4 1-9- 6-2-14 11-3-0 1-4-4 5- 4-5-6 5-0-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES. GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.31 Vert(LL) -0.02. 5-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.06 5-6 >999 240 BOLL 0.0 ' Rep Stress Incr NO WB 0.32 Horz(TL) 0.00 5 n/a . n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Wind(LL) 0.03 5-6 >999 240 Weight: 52lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=0/Mechanical, 7=517/0-10-10, 5=232/Mechanical . Max Horz 4=445(LC 8), 7=380(LC 29) Max Uplift 7=-652(LC 8), 5=-196(LC 8) Max Grav 7=690(LC 31), 5=320(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-296/194, 2-3=-1002/741, 3-4=-508/453 BOT CHORD 1-7=-172/294. 6-7=-457/191, 5-6=-402/537 WEBS 2-7= 572/555, 2-6=-592/804, 3-5=-595/445 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 652 lb uplift at joint 7 and 196 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 94 lb down and 110 lb up at 2-11-0, 94 lb down and 110 lb up at 2-11-0, 131 lb down and 109 lb up at 5-8-15, 131 lb down and 109 lb up at 5-8-15, and 176 lb down and 180 lb up at 8-6-14, and 176 lb down and 180 lb up at 8-6-14 on top chord, and 39 lb down and 74 lb up at 2-11-0, 39 lb down and 74 lb up at 2-11-0, 24 lb down and 9 lb up at 5-8-15, 24 lb down and 9 lb up at 5-8-15, and 48 lb down and 21 lb up at 8-6-14, and 48 lb down and 21 lb up at 8-6-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-8= 20 Concentrated Loads (lb) Vert: 11=70(F=35, B=35) 13= 59(F= 30, B=-30) 14=93(F=47, B=47) 15=3(F=2, B=2) 16=-37(F= 19, B=-19) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 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, not � a truss system. Before use, the building designer must vetlfy the applicability of design parameters and properly Incorporate this design Into the overall design. Bracing Indicated is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" building prevent of Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAN51/TPI1 Quality Criteria, DS13-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA22314. Job Truss Truss Type City Ply 20005 SOUTHERN STAR T13789407 74497 KJ7C SPECIAL 1 1 Job Reference (optional) WEBS Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MITeK Industries, Inc. Mon Apr 16 10:13:12 2018 Page 1 • ID:B4h5MBmOpx?MT9hXBGzMj9zz511-Yu7Y99ZJFCCv4fOUaiYyAahWx5GicL6VFOwcw6zQATr 1-9-8 4-9-6 7-9-4 11-3.0 1-9.8 2-11-14 2-11-14 3-5-12 3x5 11 7-9-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TO 0.13. Vert(LL) 0.04 6-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(Q -0.05 6-7 >999 240 BOLL 0.0 , Rep Stress Incr NO WB 0.30 HOrz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 `Except` BOT CHORD 4-8: 2x4 SP No.3 2x4 SP No.3 REACTIONS. (lb/size) 5=78/Mechanical, 10=478/0-10-10, 6=414/Mechanical Max Horz 10=232(LC 8) Max Uplift 5=-86(LC 24), 10=-452(LC 8), 6= 342(LC 8) Max Grav 5=90(LC 13), 10=553(LC 31), 6=504(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-627/334, 3-4= 891/551 BOT CHORD 4-7=-353/539, 6-7= 670/913 WEBS 2-10= 468/400, 2-9=-360/590, 3-9=-318/276, 7-9= 462/618, 3-7=-189/270, 4-6=-1012/743 Scale=1:30.0 PLATES GRIP MT20 244/190 Weight: 58 lb Fr = 20% Structural wood sheathing directly applied or 6-0-0 oc puffins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load noncoricurrent 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 lb uplift at joint 5, 452 lb uplift at joint 10 and 342 lb uplift at joint 6. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 94 lb down and 110 lb up at 2-11-0, and 144 lb down and 133 lb up at 5-8-15, and 131 lb down and 109 lb up at 5-8-15 on top chord, and 39 lb down and 74 lb up at 2-11-0, 23 lb down and 18 lb up at 5-8-15, 24 lb down and 9 lb up at 5-8-15, and 186 lb down and 196 lb up at 8-6-14, and 96 lb down and 47 lb up at 8-6-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back'(B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-54, 8-11=-20, 6-7=-20 Concentrated Loads (lb) Vert: 14=35(B) 15=-5(F) 16=47(B) 17= 6(F=-8, B=2) 18=-221(F=-157, B=-64) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MI1ek9 connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type . Qty Ply 20005 SOUTHERN STAR T13789408 74497 • KJA MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 2 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Apr 16 10:13:13 2018 Page 1 I D:B4h5MBmOpVMT9hX8GzMj9zz5ll-04hwNVax?VKmiozg8Q3BjnEesVeBLgrfT2fASYzQATq 1-4-13 1 6-3-4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 TCDL 7.0 Lumber DOL 1.25 BC 0.23 BCLL 0.0 Rep Stress Incr NO WB 0.14 BCDL 10.0 Code FBC2014fTP12007 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=147/Mechanical, 4=70/Mechanical, 5=343/0-8-2 Max Harz 5=205(LC 8) Max Uplift 3=-175(LC 8), 4=-26(LC 8), 5=-224(LC 8) Max Grav 3=193(LC 25), 4=11O(LC 3), 5=343(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-294/147 WEBS 2-5=-427/469 Scale = 1:24.4 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.09 4-5 >774 240 MT20 244/190 Vert(TL) -0.15 4-5 >477 180 Horz(TL) 0.06 3 n/a n/a Weight: 25 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 lb uplift at joint 3, 26 lb uplift at joint 4 and 224 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 198 lb down and 173 lb up at 5-4-3, and 199 lb down and 177 lb up at 5-6-8 on top chord, and 28 lb down and 13 lb up at 5-4-3, and 30 lb down and 14 lb up at 5-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 4-6= 20 Concentrated Loads (lb) Vert: 10=-4(F= 2, B=-2) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 16,2018 ® WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10103/2015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual Wilding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI l Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type • Qty Ply 20005 SOUTHERN STAR • T13789409 74497 KJB MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL tf.1:1u s mar 1 i zu16 mi i ek inausmes, inc. mon Apr i6 iu: i.3; i.320 i 6 rdye i • ID:B4h5MBmOpx?MT9hX8GzMj9zz511-04hwNVax?VKmiozg8Q3BjnEgVVfOLr7f r2fASYzQATq i 1.4-13 4-9-2 8-7-15 3-4-5 3-10.13 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 TCDL 7.0 Lumber DOL 1.25 BC 0.18 BCLL 0.0 ' Rep Stress Incr NO WB 0.12 BCDL 10.0 Code FBC2014[TP12007 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS, (lb/size) 4=90/Mechanical, 7=375/0-8-2, 5=166/Mechanical Max Horz 7=232(LC 8) Max Uplift 4=-98(LC 8), 7=-238(LC 8), 5= 133(LC 8) Max Grav 4=111(LC 25), 7=379(LC 28), 5=219(LC 25) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-372/155, 2-3=-348/124 BOT CHORD 1-7=-143/350, 6-7=-218/286, 5-6=-218/286 WEBS 3-5=-336/256 Scale=1:36.2 cxo DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.02 5-6 >999 240 MT20 244/190 Vert(TL) -0.03 5-6 >999 180 Horz(TL) -0.02 4 n/a n/a Weight: 37 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed; Lumber DOL=1:60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift at joint 4, 238 lb uplift at joint 7 and 133 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 210 lb down and 178 lb up at 5-4-3, and 218 lb down and 186 lb up at 5-6-8 on top chord, and 27 lb down and 13 lb up at 5-4-3, and 28 lb down and 14 lb up at 5-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (Ib) Vert: 12=-4(F=-2, B=-2) Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33010 Date: April 16,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10=2015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameiers,and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p� T prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the I1/1s leke 6904 Parke East Blvd. fabricallom storage• delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL. 33610 Job Truss Truss Type . Qty Ply 20005 SOUTHERN STAR • T13789410 74497 KJE MONO TRUSS 2 1 Job Reference io tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 16 10:13:14 2018 Page 1 • ID:B4h5MBmOpx?MT9hXBGzMj9zz5ll-UGFlarazmpSdJyYth7bQF?mrkv?N4HRoiiPj_zQATp 164 714 J 1-6-4 5-7-0 2x3 11 13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell LidTCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.03 4-5 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.08 4-5 >841 240 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(TL) 0.04 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MP Wind(LL) 0.04 4-5 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=128/Mechanical, 4=55/Mechanical, 5=326/0-8-15 Max Horz 5=173(LC 8) Max Uplift 3— 147(LC 8), 4=-6(LC 8), 5= 228(LC 8) Max Grav 3=163(LC 28), 4=95(LC 3), 5=326(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-354/394 Scale = 1:26.7 PLATES GRIP MT20 2441190 Weight: 23 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 147 lb uplift at joint 3, 6 lb uplift at joint 4 and 228 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 144 Ito down and 91 lb up at 3-9-14 on top chord, and 14 lb down and 8 lb up at 3-9-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 4-6=-20 Concentrated Loads (lb) Vert: 10=6(F) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 16,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED miTEK REFERANCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type , Qty Ply 20005 SOUTHERN STAR T13789411 74497 KJF MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 16 10:13:15 2018 Page 1 ID:B4h5M BmOpx?MT9hX8GzMj9zz5l l-yTogoBbBX7aUx673Fr6foCJOAJLBpkuyxmBGW RzQATo 1-6-4 6-7-9 1-6-4 5-1-5 Scale=1:25.7 2x3 11 1-1-13 1-1-13 6-7-9 5-5-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.03 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.06 4-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.10 . Horz(TL) 0.03 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MP Weight: 21 lb FT = 20% LUMBER- EIRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=115/Mechanical, 4=48/Mechanical, 5=310/0-8-15 Max Harz 5=161(LC 8) Max Uplift 3=-133(LC 8), 4=-5(LC 8), 5=-221(LC 8). Max Grav 3=148(LC 28), 4=86(LC 3), 5=310(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-317/351 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 lb uplift at joint 3, 5 lb uplift at joint 4 and 221 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 144 lb down and 91 lb up at 3-9-14 on top chord, and 14 lb down and 8 lb up at 3-9-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3= 54, 4-6=-20 Concentrated Loads (lb) Vert: 10=6(F) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 16,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED. M/TEKREFERANCE PAGE MII-7473 rev, 10/03/2015 BEFORE USE Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing T � � e W Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Qualify Criteria, DS8-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 , Job, Truss Truss Type r. Qty Ply 20005 SOUTHERN STAR T13789412 74497 L MONO HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.13o s Mar 11 2uib MI I ek industries, Inc. Mon Apr is iu:is:io 2010 rage i I D:B4h5MBmOpVMT9hX8GzMj9zz51[-RfM3?XcplQiLZGiFpYduKQs9diekYOU5AOug3tzQATn 1-3-12 6-8-7 11-8-10 16.1-8 23-2-4 30-7-0 1-3-12 5-4-11 5-0-3 6-4-14 5.0.12 7-4-12 6 7 '8 Scale=1:63.3 3x4 = 3x6 = 3x4 = 6x8 = 3x4 II 3x4 = 1-3-12 1-0-D 9-2-5 16-1-B 23-2-4 3b7-0 5-D-0 7.10-9 8-77-3 5-0.12 7-4-12 Plate Offsets (X Y)-- [2:0-0-0 0-1-15] [2:0-7-9 0-3-01 [6:0-5-4 0-2-01 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 0.34 Vert(LL) -0.14 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.33 11-13 >786 240 BCLL 0.0 Rep Stress Incr YES WB 0.79, Horz(TL) 0.02 9 n/a n/a BCDL 10.0 Code FBC2014[TP12007 Matrix -MS Wind(LL) 0.05 11-13 >999 240 Weight: 203lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 9=-32/0-7-8, 14=809/0-7-8, 10=1476/0-7-8 Max Harz 14=538(LC 12) Max Uplift 9=-78(LC 10), 14=-431(LC 12), 10=-1023(LC 12) Max Grav 9=119(LC 24), 14=884(LC 17), 10=1731(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-262/0, 2-3= 412/249, 3-5= 1037/577, 5-6=-312/119 BOT CHORD 1-14=-41/277, 13-14= 1135/1120, 11-13=-813/804, 10-11=-228/257 WEBS 2-14=-417/609, 3-14=-777/442, 3-13= 220/412, 5-13=-293/459, 5-11=-751/797, 6-11=-490/730, 6-1 0=-1 026/893, 7-10- 407/527, 8-10=-404/342 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 6-10-14 oc bracing. 1 Row at midpt 8-9, 5-11, 6-10, 7-10, 8-10 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft L=100ft; eave=l ift; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 18-1-8, Exterior(2) 18-1-8 to 30-5-4 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 78 lb uplift at joint 9, 431 lb uplift at joint 14 and 1023 lb uplift at joint 10 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634 6904 Parke East Btvd. Tampa FL 33610 Date: April 16,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. f0/03/2015 BEFORE USE. Design valid for use only with MiT06 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe k" prevent Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety information available from Truss Plate institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Job Truss Truss Type r Qty Ply 20005 SOUTHERN STAR - T13789413 74497 Lt MONO HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Apr 16 10:13:17 2016 Page 1 ID: B4h5MBmOpx?MT9hX8GzMj9zz5ll-vrwRDtdS3kgCAQHRNG87tdOKu6yQHVJFOgdNbJzQATm 1-3-12 7-7-0 14-4-6 20.1-8 23-2.4 30-7.0 7.3-12 6-3-4 6-9-8 5-9-0 3-0-12 7.4-12 6 7 8 ro a 0 3x4 = 4x6 = 3x4 — 6x8 = 3x4 II 3x4 = Scale = 1:67.7 1-3-12 1-0.0 10d-7 20.1-8 23-2-4 30-7-0 1-0.0 9-0-11 9-9-2 3-0.12 7-4-12 0-3-12 Plate Offsets (X Y)-- [2:0-0-0 0-1-15] [2:0-7-12 0-1-12] [6:0-5-4 0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.28 11-13 >940 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(fL) -0.53 11-13 >495 240 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.02 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Wind(LL) 0.05 11-13 >999 240 Weight: 215lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 7-0-4 oc bracing. 8-10: 2x4 SP M 30 WEBS 1 Row at midpt - 8-9, 5-11, 6-11, 6-10, 7-10, 8-10 REACTIONS. (lb/size) 9=-68/0-7-8, 14=797/0-7-8, 10=1524/0-7-8 Max Horz 14=597(LC 12) Max Uplift 9— 101(LC 10), 14=-400(LC 12), 10= 1073(LC 12) Max Grav 9=108(LC 24), 14=863(LC 17), 10=1802(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 346/0, 2-3=-458/290, 3-5=-948/440 BOT CHORD 1-14=-63/314, 13-14— 1097/1101, 11-13=-595/565 WEBS 2-14=-446/707, 3-14=-681/359, 3-13=-359/542, 5-13=-425/656, 5-11=-823/871, 6-11=-623/849, 6-1 0=- 1049/884, 7-10=-387/500, 8-10=-440/359 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) .Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=1501t; L=100fh eave=l ift; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 20-1-8, Exterior(2) 20-1-8 to 30-5-4 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 lb uplift at joint 9, 400 lb uplift at joint 14 and 1073 lb uplift at joint 10. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M11-7473 rev. 10/0Z2015 BEFORE USE. Design valid for use only wlth MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall bullding design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR s T13789414 74497 L2 MONO HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MI I ek Industries, Inc. Mon Apr 16 1 A3:1 / 2018 I • ID:B4h5MBmOpx?MT9hX8GzMj9zz5ll-vrwRDtdS3kgCAQHRNG87td01?6zAHWTFOgdNbJ2 �1-3-12 7-7-0 14-4.8 22-1-8 ;?3-2-g 30-7-0 i 1-3-12 6.3.4 6-9-8 7-9-0 -0-12 7.4-12 6 7 8 Scale=1:65.5 3x6 II 4x4 = 3x6 = 3x5 I I 1-3-12 ,1-0-0 7.7.0 14-4-6 , 22-1-8 R3- 24 30-7-0 ri-0-0 6.3-4 &9-8 7-9-0 -0-1 7-4-12 0-3.12 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.14 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.36 11-13 >724 240 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.02 10 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix -MS Wind(LL) 0.20 11-13 >999 240 Weight: 214Ito FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 `Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 8-10: 2x4 SP M 30 WEBS 1 Row at midpt 8-9, 5-11, 8-10, 7-10 REACTIONS. (lb/size) 9=205/0-7-8, 15=889/0-7-8, 10=1158/0-7-8 Max Horz 15=656(LC 12) Max Uplift 9=-229(LC 12), 15=-467(LC 12), 10= 724(LC 12) Max Grav 9=342(LC 17), 15=978(LC 17), 10=1301(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1286/587, 3-5— 901/430, 5-9=-239/410 BOT CHORD 1-15=-13/280, 14-15=-814/507, 13-14=-1233/1276, 11-13=-873/872 WEBS 2-15— 922/891, 2-14— 472/774, 3-13=-464/545, 5-13=-258/535, 5-11 =-1 065/989, 8-10=-262/203, 7-10=-619/743 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft L=100ft; eave=l ift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 22-1-8, Exterior(2) 22-1-8 to 30-5-4 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 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, with BCDL = 1O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 229 lb uplift at joint 9, 467 lb uplift at joint 15 and 724 lb uplift at joint 10. Waiter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mlfek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and in=systems. seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR T13789415 74497 L3 MONO HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MITek Industries, Inc. Mon Apr 16 10:13:18 2018 Page 1 ID:B4h5M BmOpx?MT9hX8GzMj9zz511-N2UpODd4g2y3oasewzfMQrxTmW I COzwOdKNx7mzQATI 1-3-12 7-7-0 14-4-11 22-0-1 3-2- 30-7-0 i-3-12 6-3-4 6-9-8 7-7-9 -1-15 7.5.0 6 7 6 co dI 0 3x6 II 4x4 = 3x6 = 3x6 11 1-3-12 23.2.4 !1-0-0 7.7.0 144-8 22-0-1 �23-2-0, 30-7-0 1-0-0 6.3-4 6-9-6 7-7-9 -1.15 7-4-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.14 11-13 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.38 11-13 >698 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.60 Horz(TL) 0.03 10 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix -MS Wind(LL) 0.22 11-13 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except` BOT CHORD 8-10: 2x4 SP M 30 WEBS REACTIONS. (lb/size) 9=271/0-7-8, 15=910/0-7-8, 10=1071/0-7-8 ' Max Horz 15=652(LC 12) Max Uplift 9=-281(LC 12), 15=-485(LC 12), 10=-654(LC 12) Max Grav 9=428(LC 17), 15=1005(LC 17), 10=1184(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1335/639, 3-5= 956/486, 8-9= 325/488 BOT CHORD 1-15— 14/280, 14-15=-810/505, 13-14=-1277/1318, 11-13=-918/919 WEBS 2-15=947/910, 2-14=-519/818, 3-13=-458/541, 5-13=-260/534, 5-11= 1058/985, 7-10=-616/745, 8-10=-357/279 Scale = 1:65.2 PLATES GRIP MT20 244/190 Weight: 214 lb FT- = 20% Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 6-5-10 oc bracing. 1 Row at midpt 8-9, 5-11, 7-10, 8-10 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=l ift; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 22-0-1, Exterior(2) 22-0-1 to 30-5-4 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are 3x4 MT20 unless otherwise indicated. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 281 lb uplift at joint 9, 485 lb uplift at joint 15 and 654 lb uplift at joint 10. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. f0/0312015 BEFORE USE. Design valid for use only with MffekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 IV. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type r r Qty Ply 20005 SOUTHERN STAR ' T13789416 74497 L4 MONO HIP 8 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MITek Industries, Inc. Mon Apr 16 10:13:19 2018 rage 1 I D: B4h5M BmOpx?MT9hX8GzMj9zz5l l-rE2BdZeibL4wQjRgUhAby2UdiwevlPSXs_6UgCzQATk 14-4-8 22-0-1 30-7-0 .6-9-8 7.7.9 8-6-15 6 7 m 0 0 3x4 = 4x4 = 3x4 = 3x6 = 3x8 = 3x6 II 3x6 11 1-3-12 1-0-0 7-7-0 14-4-8 22-0-1 30-7-0 -0-0 6-3-4 69-8 7-7-9 8-6-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.18 8-9 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.36 8-9 >979 240 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code FBC2014[TP]2007 Matrix -MS Wind(LL) 0.09 11-12 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* BOT CHORD 7-8,7-9: 2x4 SP M 30 WEBS REACTIONS. (lb/size) 8=1076/0-7-8, 13=1176/0-7-8 Max Horz 13=652(LC 12) Max Uplift 8=-772(LC 12), 13= 648(LC 12) Max Grav 8=1335(LC 17), 13=1303(LC 17) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-324/0, 2-3= 1902/1090, 3-5=-1544/957, 5-6=-884/603, 6-7=-753/676, 7-8=-1163/1167 BOT CHORD 1-1 3=-77/366,12-13=-874/591, 11-12=-1680/1825, 9-11 =-1 336/1443 WEBS 2-13=-1226/1113, 2-12= 850/1242, 3-11=-439/520, 5-11= 216/441, 5-9=-940/895, 6-9— 133/335, 7-9=-1106/1230 Scale = 1:71.7 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 199 lb FT = 20 Structural wood sheathing directly applied or 5-2-4 oc puffins, except end verticals. Rigid ceiling directly applied or 5-8-5 oc bracing. 1 Row at midpt 7-8, 5-9, 6-9, 7-9 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=1Ifh Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 22-0-1, Exterior(2) 22-0-1 to 30-5-4 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 772 lb uplift at joint 8 and 648 lb uplift at joint 13. Walter P. Finn PE No.22839 MfTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiT00 connectors. This design is,based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �p r k" prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Itl1 IQ. 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANsl/1PI1 Quality Criteria, DSB-89 and BCSI Building Component FL Safety Information available from Truss Plate institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, 33610 Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR T13789417 74497 L5 MONO HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MI I ex industries, Inc. Mon Hpr 16 10:13:20 2018 rage! • ID:B4h5MBmOpx?MT9hX8GzMj9zz5ll-JQcZrvfKMfCn2t?020hgVGOomK_AUtoh4esl CezQATj 1.3-12 7.7.0 14-4-8 22-1-8 30-7-0 7-9-0 6 8-5-8 7 3x4 4x4 = 3x4 = 3x6 = 3x10 = = 3x6 11 3x6 11 Scale = 1:72.1 1-3-12 1-04 7.7.0 14-4-8 22-1-8 30-7-0 04 6-3-4 6-9-8 7-9-0 0-3-12 Plate Offsets (X Y)-- j6:0-4-8 0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.17 8-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.34 8-9 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.64 HOrz(TL) 0.03 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Wind(LL) 0.09 11-12 >999 240 Weight: 199lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-4 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 `Except` BOT CHORD Rigid ceiling directly applied or 5-8-7 oc bracing. 7-8,7-9: 2x4 SP M 30 WEBS 1 Row at midpt 7-8, 5-9, 6-9, 7-9 REACTIONS. (lb/size) 8=1076/0-7-8, 13=1176/0-7-8 Max Harz 13=656(LC 12) Max Uplift 8=-773(LC 12), 13= 646(LC 12) Max Grav 8=1336(LC 17), 13=1303(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-325/0, 2-3=-1902/1082, 3-5= 1547/952, 5-6=-874/590, 6-7=-743/667, 7-8=-1167/1168 BOT CHORD. 1-13=-77/367, 12-13=-877/593, 11-12= 1676/1826, 9-11=-1337/1447 WEBS 2-13=-1227/1113, 2-12= 842/1240, 3-11=-435/518, 5-11=-215/444, 5-9=-952/903, 6-9=-136/341, 7-9=-1106/1231 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 22-1-8, Extedor(2) 22-1-8 to 30-5-4 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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, with BCDL=10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 773 lb uplift at joint 8 and 646 lb uplift at joint 13. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10103MIS BEFORE LISE. Design valid for use only with Mflek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quallty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Bid. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 20005 SOUTHERN STAR T13789418 74497 L6 MONO HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Apr 16 10:13:21 2018 Page 1 I D: B4h5M BmOpx?MT9hX8GzMj9zz5l l-ndAx2Egy7zLdf1 aDc5D31 TZOmjJDDl I qJ Ibbk4zQATi 7-7-0 14-4-8 20-1-6 , 23-10-12 30-7-0 1-3-12 6.3-4 6-9-8 6.9.0 3-9-4 6-8-4 6 7 8 3x4 = 4x6 = 3x4 = 6x8 = 3x4 II 3x4 = Scale=1:67.7 1.3-12 1.0-0 10d-7 20-1-8 23-10-12 30-7-0 1.0-0 9-0.11 9-9-1 3-9-4 6-8-4 0-3-12 Plate Offsets (X,Y)-- [2:0-0-0,0-1-151, [2:0-7-12,0-1-121, [6:0-5-4,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.28 11-13 >955 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.54 11-13 >503 240 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.02 9 n/a n/a BCDL 10.0 Code FB02014/fP12007 Matrix -MS Wind(LL) 0.06 11-13 >999 240 Weight: 214lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-9-8 oc bracing. WEBS 1 Row at midpt 8-9, 5-11, 6-11, 6-10, 7-10, 8-10 REACTIONS. (lb/size) 9=-81/0-7-8, 14=841/0-7-8, 10=1492/0-7-8 Max Harz 14=597(LC 12) Max Uplift 9= 106(LC 10), 14=-430(LC 12), 10= 1053(LC 12) Max Grav 9=86(LC 24), 14=916(LC 17), 10=1750(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-356/0, 2-3=-478/305, 3-5=-1050/530 BOT CHORD 1-14=-76/332, 13-14=-1173/1188, 11-13= 679/661 WEBS 2-14=-452/711, 3-14= 763/430, 3-13=-351/537, 5-13— 419/648, 5-11=-817/865, 6-11=-619/858, 6-1 0=-1 069/918, 7-10=-355/461, 8-10= 413/340 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=1001t; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 20-1-8, Extedor(2) 20-1-8 to 30-5-4 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at joint 9, 430 lb uplift at joint 14 and 1053 lb uplift at joint 10. Wafter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 69U Parke East Blvd. Tampa FL 33610 Date: April 16,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not � a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, sWANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR T13789419 74497 L7 MONO HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Apr 16 10:13:22 2018 Pagel ` ID:B4h5MBmOpx?MT9hX8GzMj9zz5ll-FpkKGahauGTUHB9P9pklah6Cz7h5yi3_YyLBGXzQATh 1-3-12 7.7-0 13-3-14 18-1-6 2110-12 30-7-0 1-3-12 6-3-4 6-8-14 4-9-10 6-9-4 6-8-4 6 7 8 Scale = 1:63.3 3x4 = 3x6 = 3x4 = 6x8 = 3x4 11 3x4 = 1.3.12 i1-0-010-4-7 16-1-8 23-10-12 , 30-7-0 r-0-0 9-0-11 7-9-1 6-9-4 �6-8-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl - Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.11 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.24 13-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.02 9 n/a n/a BCDL 10.0 Code FBC2014/TPl2007 Matrix -MS Wind(LL) 0.05 11-13 >999 240 Weight: 205lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 9= 70/0-7-8, 14=844/0-7-8, 10=1479/0-7-8 Max Horz 14=538(LC 12) Max Uplift 9= 96(LC 10), 14=-455(LC 12), 10— 1026(LC 12) Max Grav 9=79(LC 24), 14=926(LC 17), 10=1741(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-399/012-3=-538/335, 3-5=-1046/618, 5-6— 396/223 BOT CHORD 1-14=-99/382, 13-14=-1178/1160, 11-13=-728/744, 10-11=-289/339 WEBS 2-14=-451/745, 3-14=-694/434, 3-13=-325/502, 5-13=-377/539, 5-11— 704/753, 6-11= 566/807, 6-10=-1055/909, 7-10=-398/525, 8-10= 400/347 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 6-9-8 oc bracing. 1 Row at midpt 5-11, 6-10, 7-10, 8-10 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=l 1ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 18-1-8, Exterior(2) 18-1-8 to 30-5-4 zone; cantilever 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) Provide adequate drainage to prevent water pending. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 lb uplift at joint 9, 455 lb uplift at joint 14 and 1026 lb uplift at joint 10. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev. IOIOMO15 BEFORE USE. Design valid for use only with MiTek0 connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, se.eANSI/TPI I Quality Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Street, Sulte 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qry, Ply 20005 SOUTHERN STAR T13789420 74497 - L8 COMMON 5 1 Job Reference (optional)' Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 16 10:13:22 2018 Page 1 I D: B4h5MBmOpx?MT9hX8GzMj9zz51I-FpkKGahauGTU HB9P9pkiah6Af7hKyk6_YyLBGXzQATh • ` i1-3-12 6-8-5 12-6-3 17-11-8 23-10-12 30.7.0 1.3.12 5.4.9 5.9.13 5.5-5 5-11-4 6-8-4 m 0 3x4 = 3x6 = 3x8 = M= 3x4 11 3x4 = 1-3-12 Scale=1:62.5 Plate Offsets (X Y)-- [2:0-0-0 0-1-15][2:0-7-9,0-3-01,[10:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.14 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.31 11-13 >873 240 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.02 9 n/a n/a BCDL 10.0 Code FBC2014/fP12007 Matrix -MS Wind(LL) 0.05 11-13 >999 240 Weight: 182 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-11 REACTIONS. (lb/size) 14=888/0-7-8, 10=1281/0-7-8, 9=83/0-7-8 Max Horz 14=-374(LC 10) Max Uplift 14= 573(LC 12), 10=-840(LC 12), 9= 71(LC 10) Max Grav 14=929(LC 17), 10=1337(LC 17), 9=170(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-287/25, 2-3=-410/310, 3-5=-1124/925, 5-6=-466/55016-7=-482/575, 7-8= 140/272 BOT CHORD 1-14=-100/280, 13-14— 845/1300, 11-13= 537/908 WEBS 2-14= 383/593, 3-14=-875/705, 3-13=-260/430, 5-13=-319/498, 5-11 _ 700/695, 7-11=-431/864, 7-10_ 1090/1150, 8-10=-209/289 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=1501t; L=100ft eave=l ift Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, interior(1) 9-7-3 to 17-11-8, Exterior(2) 17-11-8 to 27-6-11 zone; cantilever left 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 pat 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, with BCDL = I O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 573 lb uplift at joint 14, 840 lb uplift at joint 10 and 71 lb uplift at joint 9. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev, 10(032015 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, not a truss system. Before use, the building designer must verify The applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing pp IY1� eW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcotion, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI i Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type , City Ply 20005 SOUTHERN STAR + T13789421 74497 MV2 VALLEY 6 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL B.tau s Mar i T 20i a M11 ex industries, inc. rvlon Apr 16 to: 1 o:cy LV 18 rage 1 • I D: B4h5MBmOpx?MT9hX8GzMj9zz5ll-CBr4hGirQujC W VJoH Emmf6BacxRsQgkG?GgFLPzQATf 2-0.0 2-0-0 Scale = 1:7.8 3x4 i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-P Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=51/2-0-0, 2=37/2-0-0, 3=14/2-0-0 Max Horz 1=41(LC 12) Max Uplift 1= 21(LC 12), 2=-45(LC 12) Max Grav 1=55(LC 17), 2=48(LC 17), 3=28(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for . reactions' shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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) Bearing at joint(S) 2 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 21 lb uplift`atjoint 1 and 45lb uplift at joint 2. WalterP. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p/� MOW O ICV building prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPl I Quality Criteria, DSB-89 and BCSI Building Component I 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR T13789422 74497 MV4 VALLEY 5 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s mar r1 2018 MI t ex inausmes, Inc. uvlon Apr 16 10:13:4,1 GU 1a rage 1 I D: B4h5MBmOpx?MT9hXOGzMj9zz5ll-C Br4hGirQujCW VJoHEmmf6BTSx09QgkG?GgFLPzQATf 4-0-0 4-0-0 Scale = 1:12.8 3x4 i , 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.54 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(TL) n/a - n/a 999 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-P Weight: 14 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puriins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=120/4-0-0, 3=120/4-0-0 Max Horz 1=96(LC 12) Max Uplift 1=-49(LC 12), 3= 96(LC 12) Max Grav 1=128(LC 17), 3=145(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft L=100ft eave=lift Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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 49 lb uplift at joint 1 and 96 lb uplift at joint 3. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 A WARMING- Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE M0-7473 rev. 10/03i2015 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, not a truss system. Before use, the building designer must verify The applicability of design parameters and property Incorporate this design into the overall Bracing Indicated is to buckling individual truss web and/or chord members only. Additional temporary and permanent bracing M i k° building design. prevent of Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 1T e 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria VA22314. Tampa, FL 33610 Job Truss Truss Type City Ply 20005 SOUTHERN STAR • T13789423 74497 MV6 VALLEY 5 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MI I eK Industries, inc. Mon Apr 16 10:i 3:25 2018 Page 1 • ID:B4h5MBmOpx?MT9hX8GzMj9zz5ll-gOPSucjTBBr38eu_rxH?CJki1 Lml9FwQEwZotszQATe 6-0-0 6-0-0 Scale = 1:23.6 3x4 i 2x3 I I 4 3x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-P Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=61/6-0-0, 4=83/6-0-0, 5=243/6-0-0 Max Horz 1=155(LC 12) Max Uplift 4=-67(LC 12), 5=-196(LC 12) Max Grav 1=61(LC 1), 4=100(LC 17), 5=295(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 286/112 WEBS 2-5=229/446 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-sgcond gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft eave=l ift; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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 67 lb uplift at joint 4 and 196 lb uplift at joint 5. Walter P. Finn PE No.22836 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not Wit a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR T13789424 74497 MV8 VALLEY 4 1 Job Reference o tionai Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 16 10:13:25 2018 Page 1 I D:B4h5MBmOpx?MT9hX8GzMj9zz5ll-gOPSucjTBBr38eu_rxH?CJkeVLk69FLQEwZotszQATe 8-0-0 8-0-0 3x4 i 5 4 2x3 11 3x4 I I Scale = 1:29.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.52 Vert(LL) n/a n1a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(TL) n/a n/a 999 BOLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(TL) 0.00 rt/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-P Weight: 31 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=89/8-0-0, 4=111/8-0-0, 5=336/8-0-0 Max Horz 1=214(LC 12) Max Uplift 4= 89(LC 12), 5= 270(LC 12) Max Grav 1=89(LC 1), 4=134(LC 17), 5=406(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-366/143 WEBS 2-5=315/571 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- . 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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 89 lb uplift at joint 4 and 270 Ito uplift at joint 5., Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MII-7473 rev, 10/032015 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, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Mexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR T13789425 74497 y MV10 VALLEY 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 i 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Apr 16 10:13:23 2018 Page 1 I D: B4h5MBmOpx9MT9hXBGzMj9zz5l l-k?HiTwhDfabLvLkbj W FX7ueFnX1 ghKU7nc4hpzzQATg 0-0-0 5 2x3 11 43x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TOLL 20.0 Plate Grip DOL 1.25 TO 0.73 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(TL) n/a n/a 999 BOLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=124/10-0-0, 4=145/10-0-0, 5=414/10-0-0 Max Horz 1=273(LC 12) Max Uplift 4=-118(LC 12), 5=-332(LC 12) Max Grav 1=124(LC 1), 4=176(LC 17), 5=501(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-415/157 WEBS 2-5=-383/648 Scale = 1:36.9 PLATES GRIP MT20 244/190 Weight: 40 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=l6omph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=111t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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 118 lb uplift at joint 4 and 332 lb uplift at joint 5. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33810 Date: April 16,2018 Q WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this deslgn:lnto the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabilcatton, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPl1 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 20005 SOUTHERN STAR T13789426 74497 PBA GABLE 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 Mi I eK Industries, Inc. Mon Apr 16 1 un 3:26 2u18 rage 1 I D:B4h5M BmOpx?MT9hX8GzMj9zz5l l-8azg5yk5xVzwmoTAOfoEkXGr2k55uhKZTaJMPIzQATd 7-11-15 16-3-16 7-11-15 _ 8-4-0 _ 3x4 = 3x5 11 16-3-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress incr NO WB 0.25 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code FBC2014/fP12007 Matrix-S II S ale = 1:31.2 m co 6 0 m m I� 10 0 3x4 = PLATES GRIP MT20 244/190 Weight: 61 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-3-15. (lb) - Max Horz 1=228(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1 except 2=-116(LC 12), 7=-117(LC 8), 8=-306(LC 12), 9=-299(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 2, 7 except 8=480(LC 1), 9=449(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-610/147, 2-3= 445/97 WEBS 5-8=-352/634, 3-9=-345/840 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Corner(3) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s) 10, 7 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=1b) 2=116, 7=117, 8=306, 9=299. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Walter P. Finn PE No.22838 MiTek USA, Inc. FL Cert 8634 6904 Parka East Blvd. Tampa FL 33610 Date: April 16,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MII-7473 rev. 10103&OIS 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mel( Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the labricanom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 20005 SOUTHERN STAR T13789427 74497 PBB GABLE 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 16 10:13:27 2016 Page 1 I D:B4h5MBmOpx?MT9hXBGzMj9zz5ll-cmXDJlkjip5nNy2MyMJTHkpwN8RPdBKjhD2vykzQATc 5-11-15 16-3-15 5-11-15 104 0 3x6 = 2x3 11 Scale = 1:27.8 3x4 I I 11 6 3x4 = 9 8 I 2x3 II 2x3 11 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code FBC2014fFP12007 Matrix-S Weight: 57lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins, 4-6: 2x4 SP M 30 except end verticals. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing: WEBS 2x4 SP No.3 OTHERS 2x4 SP N0.3 REACTIONS. All bearings 16-3-15. (lb) - Max Harz 1=169(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1 except 2= 149(LC 12), 7=-116(LC 8), 8=-289(LC 12), 9= 266(LC 12) Max Gram All reactions 250 lb or less at joint(s) 1, 2, 7 except 8=478(LC 1), 9=397(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-490/119 WEBS 5-8=-351/546, 3-9=-292/679 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=2ft; Cat. it; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) 0-3-15 to 15-7-2, Exterior(2) 15-7-2 to 16-2-3 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIfTPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf 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. 9) Bearing at joint(s) 10, 7 considers parallel to grain value using ANSIIrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Qt=lb) 2=149, 7=116, 8=289, 9=266. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Walter P. Finn PE No.22836 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 16,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 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, not a truss system. Before use, the building designer must vedfy the applicability of design parameters and property Incorporate This design Into the overall building design. Bracing indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent braying MiTek" prevent Is always required for stability and To prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcatlom storage, delivery, erection and bracing of trusses and muss systems, seeANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type . Qty Ply 20005 SOUTHERN STAR T13789428 74497 PBC GABLE 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3-11-15 3-11-15 5x6 = 6.0071-2 8.130 s Mar 112018 M7i ek Industries, Inc. Mon Apr 16 10:13:28 2018 Page 1 I D:B4h5MBmOpx?MT9hX8GzMj9zz51I-4z5bW eILT6De?6dZW 4rigyMBuYncMcDswtoSUAzOATb 2x3 11 Scale=1:27.8 3x4 11 0 10 6 3x5 = 9 8 7 2x3 II 2x3 II 3x4 = 16.3-15 Plate Offsets (X Y)-- [2:0-0-4 0-0-0] [3:0-4-8 0-2-12] [3:0-0-0 0-1-12] [4:0-1-12 0-0-01 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 0.39 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-S Weight: 54 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, 3-6: 2x4 SP M 30 except end verticals. BOT CHORD 20 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-3-15. (lb) - Max Horz 1 =1 1 O(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1 except 2=-174(LC 12), 7=-111(LC 12), 8=-307(LC 8), 9= 219(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 2, 7 except 8=500(LC 22), 9=335(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-353/87 WEBS 5-8— 369/541, 4-9=-232/481 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=2ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) 0-3-15 to 13-7-2, Exterior(2) 13-7-2 to 16-2-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at Joint(s) 10, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Qt=1b) 2=174, 7=111, 8=307, 9=219. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev, 10/03/2015 BEFORE USE. ' Design valid for use only with MITek® connectors. -This design is.based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p/� MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, scoANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR c T13789429 74497 PBD GABLE 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 16-3.1 6.00 12 4x4 = 2X3 11 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 16 10:13:29 2018 Page 1 I D:B4h5MBmOp)OMT9hXBGzMj9zz5ll-Y9fzk_mzEQLVdGB14nMxM9uNgy7d53U09XX00dzQATa 2x3 11 12 Scale = 1:27.8 3X4 11 3X4 = 10 9 8 7 2x3 2x3 II 2X3 I I 3X4 = TOP CHORD UNDER PIGGYBACKS TO BE LATERALLY BRACED BY PURLINS AT 2-0-0 OC. MAX. TYPICAL. LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(TL) 0.01 11 n/a n/a BCDL 10.0 Code FBC20141FP12007 Matrix-S PLATES GRIP MT20 244/190 Weight: 49 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 `Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, 3-6: 2x4 SP M 30 except end verticals. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 16-3-15. (lb) - Max Horz 1=50(LC 12) Max Uplift All uplift 100 lb or less at joints) 1, 10 except 11=-114(LC 12), 2=-109(LC 12), 8=-301(LC 12), 9= 216(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 11, 2, 10 except 8=497(LC 1), 9=360(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 5-8=-361/537, 4-9=-262/405 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3:Opsf; h=24ft; B=150ft; L=100ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Corner(3) 0-3-15 to 11-7-2, Exterior(2) 11-7-2 to 16-2-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as perANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 6-0-0 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) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 1, 10 except (jt=lb) 11=114, 2=109, 8=301, 9=216. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 16,2018 © WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11--7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MI1ek8 connectors. This design Is based only upon parameters shown, and is for an Individual building component not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with posslble personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type City Ply 20005 SOUTHERN STAR T13789430 74497 PEE GABLE 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 4x4 = 8.130 s Mar 11 2018 MiTek industries, Inc. Mon Apr 16 10:13:30 2018 Page 1 ID:B4h5MBmOpx?MT9hX8GzMj9zz51I-OLCLxJnc?kTMEQmxdUtAvNRZ1 MSZgW h9OBHZY3zQATZ 16-3-15 1 2x3 11 3x4 11 4x4 = 6 Scale = 1:28.1 3x5 = 10 9 8 7 2x3 11 2x3 11 2x3 II 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress incr NO WB 0.16 Horz(TL) -0.00 11 n/a n/a BCDL 10.0 Code FB02014/TP12007 Matrix-S LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 6-11: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-3-15. PLATES GRIP MT20 244/190 Weight: 57 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. (lb) - Max Horz 1=130(LC 12) Max Uplift All uplift 100 lb or less at joints) 1, 7 except 9=-305(LC 8), 2=-163(LC 12), 8=-129(LC 12), 10=-228(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 2, 7 except 9=481(LC 1), 8=261(LC 1), 10=357(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-384/98 WEBS 4-9=-361/546, 3-10= 248/498 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft L=100ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) 0-3-15 to 13-7-2, Exterior(2) 13-7-2 to 16-2-3 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 6-0-0 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) Bearing at joint(s) 11, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7 except Qt=lb) 9=305, 2=163, 8=129, 10=228. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Walter P. Finn PE No.22939 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 1010312015 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 not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 o rus5 Truss Type ty y SOUTHERN STAR�� T13789431 74497 PBF GABLE 1 1 �2005 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL Run: 8.130 s Oct 26 2017 Print: 8.130 s Dec 12 2017 MiTek Industries, Inc. Mon Apr 16 11:52:31 2018 Page 1 I D: B4h5MBmOpx?MT9hXBGzMj9zz5ll-CGhJ4Qg4jkDA7LENgrg9t2udTORLgGFkivsxEtzQ9v_ 15-5-7 16-3-15 , r 15-5-7 0-10-8 Scale = 1:28.1 34 = 3x4 11 0 co 12 to 3x4 = 11 10 9 8 2x3 11 2x3 11 3x4 = 16-3-15 Plate Offsets (X Y)-- f3:0-5-12 0-1-121 f6:0-3-0,0-2-01, 111:0-1-9,0-0-131 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO W B 0.16 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-S Weight: 52lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 `Except` MiTek recommends that Stabilizers and required cross bracing 7-12: 2x4 SP M 30 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 16-3-15. (lb) - Max Horz 1=110(LC 12) Max Uplift All uplift 100 lb or less atjoint(s) 1, 2, 8 except 9— 169(LC 12), 11=-205(LC 12), 10=-301(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 2, 8 except 9=317(LC 1), 11=321(LC 1), 10=474(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-265/55 WEBS 5-9= 232/377, 3-11=-226/423, 4-10— 356/541 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=1501t; L=100ft; eave=2ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Comer(3) 0-3-15 to 11-7-2, Exterior(2) 11-7-2 to 15-5-7, Corner(3) 15-5-7 to 16-2-3 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.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 ANSIITPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 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. 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) Bearing at joint(s) 12, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 8 except (jt=lb) 9=169, 11=205, 10=301. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer.See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer.See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer.See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 $904 Parke East Blvd. Tampa FL 33810 Date: April 16,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 10/0320IS 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, not a truss system. Before use, the building designer must verify, the applicability of design parameters and properly incorporate This design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Trim Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty ply SOUTHERN STAR T73789431 74497 ` PBF GABLE 1 1 �20005 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL LOAD CASE(S) Standard Hun: 8.130 s UC1 25 ZU17 Firm: 8.13U S UeC 12 2U1 / Mr 1 eK mausines, Inc. Mon Apr 18 11:7G:31 ZU1 t1 Vag9 I D: B4h5MBmOpx?MT9hX8GzMjgzz511-CGhJ4Qg4jkDA7LENgrg9t2udTORLgGFkivsxEtzQ9v_ ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stabllily and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type K City Ply 20005 SOUTHERN STAR T13789432 74497 , PEG GABLE 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Apr 16 10:13:32 2018 Page 1 I D: B4h5M BmOpx?MTghX8GzMj9zz5l l-zkK6M?osXLj4UjwKlvve_oW r?97v1 RjSrVmgdyzQATX • 1-11-15 4-10-7 1-11-15 2-10-8 Scale = 1:9.5 3x6 = 3x4 11 0 0 3x4 = IT 0 4x4 = 4-10-7 4-10.7 Plate Offsets (X,Y)--.[2:0-1-12,0-0-01,[3:0-3-0,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stresslncr NO WB 0.00 Horz(TL) 0.00 6 . n/a n/a BCDL 10.0 Code FBC2014/fP12007 Matrix-R Weight: 14lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1= 61/4-10-7, 6=129/4-10-7, 2=258/4-10-7 Max Horz 1=50(LC 12) Max Uplift 1= 65(LC 17), 6=-78(LC 12), 2=-194(LC 12) Max Gram 1=75(LC 12), 6=129(LC 1), 2=270(1_C 17) FORCES. (Ib) -Max. Comp./Max. Ten. -Ail forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-144/327, 3-4=-100/269, 5-6— 129/299, 4-5=-87/296 BOT CHORD 2-5=-269/100 Structural wood sheathing directly applied or 4-10-7 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft L=100ft eave=2ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS"(directional) and C-C Corner(3) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 6 except Qt=lb) 2=194. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33810 Date: April 16,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the appllcablllty of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 21811. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR T13789433 74497 PBH GABLE 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL B.13u s Mar i i zui a Mi i ex industries, inc. Man npr i o i v. w.oc cv i o raye 1 I D:B4h5MBmOpx?MTghX8GzMj9zz5l l-zkK6M?osXLj4UjwKlvve_oW IM9611 NgSrVmgdyzQATX 8-6-15 3x4 = t IT 7 0 4x4 = 6 b 3x6 I I 8-6-15 Scale = 1:27.5 LOADING (psf) TCLL 20-0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TPI2007 CS]. TC 0.93 BC 0.27 WB 0.26 Matrix-P DEFL. in Vert(LL) n/a Vert(rL) n/a Horz(TL) -0.00 (loc) I/defl Ud n/a 999 n/a 999 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 33lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-9-1 oc puriins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 8-6-15. (lb) - Max Horz 1=240(LC 12) Max Uplift All uplift 100 lb or less at joints) 1, 5 except 2=-174(LC 12), 6= 265(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 2, 5 except 6=404(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-803/204, 2-3=-559/145, 4-5=-111/311 WEBS 3-6= 310/873 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=2ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Corner(3) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 6-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconctirrent 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) Bearing at joint(s) 1, 7, 2, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except 0t=1b) 2=174, 6=265. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 16,2018 ® WARMING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 reV. 1010312015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabricatlon, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR T13789434 74497 PBK GABLE 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 16 10:13:33 2018 Page 1 I D:B4h5M BmOpx?MT9hX8GzMj9zz5ll-RwuUZLpUlfrx5tV.W JdQtX?31 SZVk1 s7b49V D90zOATW 5 1 8 7 6 3x4 = 2x3 II 2x3 II 3x4 = t m 9 Ia Scale = 1:23.4 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix-P Weight: 34 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 8-6-15. (lb) - Max Horz 1=173(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1, 6 except 2= 101(LC 12), 7=-113(LC 12), 8=-188(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 2, 6, 7 except 8=278(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-539/136, 2-3=-378/96 WEBS 4-7=-129/385, 3-8= 218/615 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=24ft; B=150ft; L=100ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Corner(3) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 6-0-0 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 20.0psf 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. 8) Bearing at joint(s) 9, 6 considers parallel to grain value using ANSI/TP.I 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 6 except (jt=lb) 2=101, 7=113, 8=188. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634 6904 Parka East Blvd. Tampa FL 33610 Date: April 16,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 1010312015 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 not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. &acingindicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` prevent Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. for general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss , Truss Type . city Ply 20005 SOUTHERN STAR T13789435 74497 PBL GABLE 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 6.00 Fl2 4x4 = 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 16 10:13:34 2018 Pagel I D:B4h5M BmOpx?MT9hXBGzMj9zz5l l-v7Ssnhg63yznj 14jsKy63DbAUzoRmJhll pFnhgzQATV 8-6-15 8-6-15 3 4 4x4_-,l 3X4III 8-6-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(TL) -0.00 5 n/a .n/a BCDL 10.0 Code FBC2014/rP12007 Matrix-P 3x4 = T I� O PLATES GRIP MT20 244/190 Scale = 1:18.7 Weight: 29 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 "Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 3-4: 2x4 SP M 30 except end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 8-6-15. (lb) - Max Horz 1=113(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 5 except 1=-127(LC 17), 2= 270(LC 12), 6=-157(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 2=326(LC 17), 6=273(LC 17) FORCES. (lb) -Max. Comp./Max, Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 483/132, 4-5=-116/317 WEBS 3-6= 178/544 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24fh B=150ft; L=100ft; eave=2ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) zone;C-C formembers and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as perANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 6-0-0 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) Bearing at joint(s) 7, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb) 1=127, 2=270, 6=157. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 8634 8904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE Mll-7473 rev. 10/0312015 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, not a truss. system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTelc Is always required for stability and to prevent collapse with possible personal njury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR T13789436 74497 , PBM GABLE 2 1 Job 'Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8-6-15 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 16 10:13:34 2018 Page 1 I D: B4h5M BmOpx?MT9hX8GzMj9zz5ll-v7Ssnhg63yznj 14jsKy63Db9pzpOmJMI IpFnhgzQATV 4x4 = 2x3 11 3x4 11 6.00 FIT 3 4 5 3x4 = 2x3 11 Scale = 1:16.3 8-6-15 8-6-15 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) Na Na 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(TL) Na Na 999 BCLL 0.0 * Rep Stress Incr NO WB 0.18 Horz(TL) -0.00 8 Na n/a BCDL 10.0 Code FBC201411-P12007 Matrix-P Weight: 26lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. All bearings 8-6-15. ' (lb) - Max Harz 1=54(LC 12) Max Uplift All uplift 100 lb or less at joints) 1, 9, 2, 8 except 7=-188(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 9, 2, 8 except 7=309(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-7=-226/616 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=2ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Corner(3) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 6-0-0 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) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 9, 2, 8 except Qt=lb) 7=188. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6964 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 ® WARNING - VerUy design parameters and READ NOTES ON THIS AND INCLUDED M/7EK REFERANCE PAGE MI1-7473 rev. 101032015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mel( Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Street Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 20005 SOUTHERN STAR T13789437 74497 . PEN GABLE 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 16 10:13:35 2018 Page 1 ID:B4h5MBmOpx?MT9hX8GzMj9zz511-NJOE_1 rkgG5eLBfvQ2TLcQSMwNB4VISuXT1-KEHzQATU • 6-4-15 8-6-15 6-4-15 2-2-0 3x4 = 9 3x4 = 8 7 6 2x3 11 2x3 11 Scale = 1:24.8 ' B-6-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.19 Horz(TL) -0.00 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-P Weight: 34lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. ' All bearings 8-6-15. (lb) - Max Horz 1=120(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1, 7,6 except 2=-108(LC 12), 8=-198(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 7, 2, 6 except 8=292(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-447/126, 2-3=-294/102 WEBS 4-7— 124/268, 3-8=-230/646 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL--1.2psf; BCDL=3.Opsf; h=24ft B=1501t; L=100ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 6-0-0 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) Bearing at Joint(s) 9, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 7, 6 except (jt=lb) 2=108, 8=198. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 16,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE 114111-7473 rev. 101032015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type . Qty Ply 20005 SOUTHERN STAR T13789438 74497 PBO GABLE 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.13u s Mar 11 zui is Mi r ex inausiries, Inc. Man Apr 1 a iO:i 3:3a 20 i a rnye r • I D:B4h5M BmOpx?MT9hX8GzMj9zz5ll-rVacCNrMbaDVyLE5_I_a8ehXgmXJ ECi l m7ktmjzQATT 6-4-15 8-6-15 6-4-15 2-2-0 Scale = 1:23.4 8 7 6 3x4 = 2x3 I I 2x3 11 8-6-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) ri/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.19 Horz(TL) -0.00 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-P Weight: 33lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 8-6-15. (lb) - Max Horz 1=120(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1, 7, 6 except 2=-108(LC 12), 8=-198(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 7, 2, 6 except 8=292(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 447/126, 2-3=-294/102 WEBS 4-7= 124/268, 3-8= 230/646 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150fh L=100fh eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 6-0-0 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) Bearing at joint(s) 9, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 1, 7, 6 except Qt=lb) 2=108, 8=198. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 8834 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MII--7473 rev. 1010312015 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 not � a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricallorL storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPii Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insti kite, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type + , Qty Ply 20005 SOUTHERN STAR T13789439 74497 R HIP 1 1 Job Reference (optional) LnamDers i russ, inc., rrort Vlerce, M • 2' 4.6.12 6, m 1 yI 0 .8 5x8 = 23 4 24 25 3x4 11 5 .)x?MT9hXBGzMi9zz511- Jib?Pis?MtMMaUDHYSVDhrDhJAnizU PB?nTR19zQATS 7-11-8 5x8 = 26 27 6 28 1-3-12 Scale =1:60.9 C? v 3x4 = 3x6 = 3x8 = 3x6 3x4 = 3x5 3x5 = = 6x10 // 1-0-0 10-0-0 i 17-11-8 25-11-0 34-11.0 35-11-0 , ill-i 8-84 7-11-8 7-11.8 9-0-0 1-40 n.vn� Plate Offsets (X Y)-- [2:0-7-9 0-3-0] [2:0-0-0 0-1-15] [4:0-6-0 0-2-81 [6:0-6-0 0-2-8] [8:0-0-0 0-1-15] [10:0-7-9 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.11 13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(rL) -0.28 13-15 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(TL) 0.09 10 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix -MS Wind(LL) 0.16 13 >999 240 Weight: 190Ito FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 16=1329/0-7-8, 10=1329/0-7-8 Max Horz 16=240(LC11) Max Uplift 16= 861(LC 12), 10=-804(LC 12) FORCES. (lb) - Max.-Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-406/35, 2-3=-456/310, 3-4=-182811723, 4-5= 2104/2094, 5-6=-2104/2094, 6-7=-1828/1723, 7-8=-466/310, 8-9=-406/57 BOT CHORD 1-16=-109/333, 15-16=-1371/1677, 13-15= 1190/1598, 11-13=-1195/1598, 10-11=-1376/1598, 9-10=-108/335 WEBS 2-16=-313/577, 3-16=-1527/1516, 4-15= 70/296, 4-13=-571/686, 5-13=-495/648, 6-13=-571/686, 6-11=-70/296, 7-1 0=-1 527/1516, 8-10=-313/577 Structural wood sheathing directly applied or 4-6-4 oc puffins. Rigid ceiling directly applied or 6-3-5 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=1001t; eave=l ift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 10-0-0, Exterior(2) 10-0-0 to 35-11-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at Joint(s) except Qt=lb) 16--861, 10=804. WalterP. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. r Design valid for use only with MlTek6 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing , MiTek` prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type + City Ply 20005 SOUTHERN STAR T13789440 74497 ' R1 HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 Mil eK Industries, Inc. Mon Apr 16 10:13:3t3 2016 rage 1 I D: B4h5M BmOpX?MT9hX8GzMj9zz5ll-nuhNd2td7BUDCeN U5AO2E3muOa9Gi?KKDRD_gbzQATR i1-3-12 12-0-2 17-11-8 23-17-0 29-1-10 34-7-4 35-11-Oi 1-3-12 SS-10 52-10 511-8 511-8 5-2-10 5-510 1.3.12 5x8 = 3x4 11 5X8 = Scale = 1:60.8 4x4 = 5x6 = 3x8 = 5x6 = 4x4 = 3x5 3x5 = = 3xs I 3X6 11 -7-3-12 it-0-o 12-0-0 17-11.6 23-11-0 i 29-1-10 34-11-0 35-11-0 1-0-0 5-5-10 52-10 511-8 5-17-8 52-10 59-6 7-0-0 0-3-12 Plate Offsets (X Y)-- [4:0-6-0 0-2-81,[6:0-6-0,0-2-81,[12:0-3-0,0-3-01,[14:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.09 13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.21 12-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.06 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Wind(LL) 0.13 13 >999 240 Weight: 205 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 16=1329/0-7-8, 10=1329/0-7-8 Max Horz 16=-288(LC 10) Max Uplift 16=-861(LC 12), 10=-804(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-250/135, 2-3=-1928/1751, 3-4=-1733/1676, 4-5=-1723/1782, 5-6=-1723/1782, 6-7=-1733/1677, 7-8=-1928/1752, 8-9=-278/130 BOT CHORD 1-1 6=-202/267,15-16=-219/478, 14-15=-141311779, 13-14=-1102/1507, 12-13=-1072/1488, 11-12=-1384/1663, 10-11=-197/300, 9-10=-197/300 WEBS 2-16=-1191/1354, 2-15=-1205/1407, 3-14=-326/373, 4-14=-182/307, 4-13— 336/438, 5-13= 367/475, 6-13=-336/438, 6-12=-182/307, 7-12=-329/373, 8-11=-1200/1407, 8-10=-1188/1353 Structural wood sheathing directly applied or 5-2-5 oc puffins. Rigid ceiling directly applied or 6-2-5 oc bracing. NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=15011; L=1001t; eave=11ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 12-0-0, Exterior(2) 12-0-0 to 23-11-0 zone; cantilever 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) 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 20.0psf 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except (jt=1b) 16=861, 10=804. Walter P. Finn PE No.22939 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 A WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERAmcE PAGE MIF7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MITeW connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and tracing of misses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type • Qty Ply 20005 SOUTHERN STAR T13789441 74497 R2 HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 16 10:13:39 2018 Page 1 + ID:B4h5MBmOpx?MT9hX8GzMj9zz51I-G4FIgOuFuVc4poygftXHmGJ2m_TYRUoUS5yYN2zQATQ 7-6-12 14-0-0 21-11-0 28-4-0 34-7-4 35-11-0, 7-6-12 6-5-4 7-11-0 6-5-o 6-3-4 1-3-12 pare = rov.a 14 — 12 11 9 8 3x6 II 3x6 = 3x4 — 3x8 = 3x6 = 44 — 3x5 = 3x5 = 3x6 I 35-11-0 7-3-0 7- 12 14-0-0 21-11-0 284-0 34-7-4 7-3-0 0. 2 6-5-4 7-11.0 r s-0 6.3-4 0. 2 Plate Offsets (X,Y)-- [3:0-5-8,0-2-41,[4:0-3-8,0-2-41 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.47 Vert(LL) -0.08 11-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.19 11-12 >999 240 BOLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code FBC2014/TPf2007 Matrix -MS Wind(LL) 0.06 11-12 >999 240 Weight: 189lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-10 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 2-12, 3-11 REACTIONS. (lb/size) 14=1647/0-7-8, 8=1011/0-7-8 Max Horz 14=336(LC 11) Max Uplift 14=-1372(LC 12), 8=-559(LC 12) Max Grav 14=1647(LC 1), 8=1067(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1222/683, 2-3=-754/353, 3-4=-933/843, 4-5=-1076/813, 5-6=-148311067, 6-7=-319/121 BOT CHORD 1-1 4=-528/1243,12-14=-577/1292, 11-12— 173/687, 9-11=-764/1229, 8-9=-220/356, 7-8=-220/356 WEBS 2-14=-1484/1858, 2-12=-1234/1163, 3-12= 452/718, 3-11= 652/537, 5-11= 510/600, 6-9=-548/892, 6-8=-983/1044 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=15011t; L=100ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional). and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 14-0-0, Exteffor(2) 14-0-0 to 21-11-0, Interior(1) 35-4-8 to 35-11-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 14=1372, 8=559. Wafter P. Finn PE No.22836 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 ® WARNING- Verfly deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 1010312015 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, not a truss system. Before use, the building designer must verify the applicabillty of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe V Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI l Quality Criteria, DS8-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type s Qty Ply 20005 SOUTHERN STAR T13789442 74497 , R3 HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 16 10:13:40 2018 Pagel ID:64h5MBmOpx?MT9hX8GzMj9zz5ll-kGp71 kuteokxRyXsDb2WJUrB_NpnAuydhli5vUzQATP • 7-6-12 16-0-0 19-11-0 26-8-15 34-7.4 •11- 7-6-12 8-5-4 3-11-0 6-9-15 7-10-5 1-3-12 4 dI 0 Sc fle = 1:68.6 m 0 co 8 I� 0 15 13 12 11 10 9 3x5 3X6 I 3x6 = 3x4 — 3X8 — 3x6 = 4X4 — 3X5 = = as•11•o 7-3-0 7- 12 16-0-0 19-11-0 z6-6-1s 34-7-4 34 1 -0 7-3-0 0- - 2 8-5-4 3-11-0 69-16 7-10-5 0- 2 1-0-0 Plate Offsets (X,Y)--[4:0-5-4,0-2-01,[5:0-3-0,0-2-01,[6:0-4-0,0-3-41,[7:0-2-12,0-1-0],[9:0-0-13,0-1-91 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) -0.09 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.23 13-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.02 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Wind(LL) -0.08 13-15 >999 240 Weight: 198lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 2-13, 6-12 REACTIONS. (lb/size) 15=1644/0-7-8, 9=1014/0-7-8 Max Harz 15=-384(LC 10) Max Uplift 15=-1370(LC 12), 9= 561(LC 12) Max Grav 15=1644(LC 1), 9=1037(LC 18) FORCES. (lb) -Max: Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1190/62912-4=-745/502, 4-5=-723/729, 5-6=-858/718, 6-7= 1387/996, 7-8= 438/207 BOT CHORD 1-15=-471/1203, 13-15=-570/1253, 12-13=-132/681, 10-12— 683/1127, 9-10= 407/523, 8-9=-407/523 WEBS 2-15=-1454/1860, 2-13=-1219/1121, 4-13=-334/593, 4-12=-511/438, 6-12=-676/743, 6-10=0/269, 7-10=-289/682, 7-9_ 1016/1228 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft B=150ft; L=100ft; eave=l lft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 16-0-0, Exterior(2) 16-0-0 to 19-11-0, Interior(1) 33-5-15 to 35-11-0 zone; cantilever 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except ([t=ib) 15=1370, 9=561. Walter P. Finn PE No.22838 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 WARNING -Verifydesign parameters andREAD NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. f0/03/2015 BEFORE USE. Design valid for use only with MITek8 connectors. This design is based only upon parameters shown, and is for an Individual building component, not wt a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M��®k" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricallom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type . Qty Ply 20005 SOUTHERN STAR � T13789443 ` 74497 R4 COMMON 5 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 Mi i ek industries, Inc. Mon Apr 16 10:13:41 201 a rage i . ID:B4h5MBmOox?MT9hX8GzMi9zz511-CTNVF4vVP6so3663nlalrhOQvnBzvJpnvPReRwzQATO 4-11-7 ' 5-5-5 ' 5-5-5 5-9-1 Scale = 1:65.1 6x8 = 4x6 = 3x8 _ 3x6 = 3x4 = 6x10 // 3x5 3x5 = 35-11-0 i 7-3-0 7 -12 17.11-8 26-8-il , _— _ 34-7-4 34,11-0 7.30 0- 12 10-4-12 B-9-3 7.10-9 0-3-h2 Plate Offsets (X Y)-- [1:0-0-4 0-0-0] [9:0-0-0 0-1-15] [11:0-7-9 0-3-01 [16:0-3-8 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 0.37 Vert(LL) -0.24 14-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.49 14-16 >658 240 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.03 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Wind(LL) -0.12 14-16 >999 240 Weight: 193lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 16=1647/0-7-8, 11=1011/0-7-8 Max Horz 16= 430(LC 10) Max Uplift 16=-1375(LC 12), 11=-557(LC 12) Max Grav 16=1647(LC 1), 11=1106(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-9 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-16, 6-14 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1265/668, 2-4=-947/631, 4-5= 853/613, 5-6=-833/650, 6-8=-1456/1038, 8-9= 485/323, 9-10=-330/62 BOT CHORD 1-16=-519/1285, 14-16=-88/674, 12-14=-363/982, 11-12=-772/1299, 10-11=-112/347 WEBS 2-16=-431/654, 4-16=-1380/1517, 4-14=-382/466, 5-14=-229/463, 6-14=-667/702, 6-12=-325/444, 8-12=-232/420, 8-11=-11271781, 9-11=-389/602 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=1001t; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 17-11-8, Exterior(2) 17-11-8 to 27-6-11 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 16=1375, 11=557. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 0 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 101012015 BEFORE USE Design valid for use only with M1Tek6 connectors. This design Is based only upon parameters shown, and Is for an individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of Trusses and truss systems, seeANSi/TPI I Quality Cdteda, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314, Job Truss Truss Type . N city Ply 20005 SOUTHERN STAR . T13789444 74497 R5 COMMON 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.13o s mar 11 2(118 Mi I elk industries, inc. Man Apr 16 1u:13:42 201 a rage i ID:B4h5MBmOpx7MT9hXBGzMj9zz5ll-gfxuSQw7AQ_fgGhFK05_Ovxa1 BUAetiw83BC_NzOATN i1-3.12 6-8-5 i 12-6-3 17-11-8 , 23-4.13 29-2-11 34-7-4 35 1-3-12 5-4-9 5-9-14 5-5-5 SS-5 5-9-14 5-4-9 1-3.12 ,ale = 1:65.1 3x4 = 4x6 = 3x8 _ 4x6 = 3x4 = 6x10 // 3x5 = 3x5 6x10 \\ = 1-3-12 ,1-0-09-2.5 17-11-8 26-8-11 34-11-0 35-11-0 1 0 7-10.9 0-9-3 8-9-3 8-2-5 0-3.12 Plate Offsets (X Y)-- [2:0-0-0 0-1-15] [10:0-0-0 0-1-15] [12:0-7-9 0-3-0] [18:0-7-9 0-3-0] LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deli Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.16 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.37 13-15 >999 240 BCLL 0.0 Rep Stresslncr YES WB 0.39 Horz(TL) 0.09 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Wind(LL) 0.1315-17 >999 240 Weight; 202lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-1-15 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-5-11 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-15, 7-15, 9-12, 5-15, 3-18 REACTIONS. (lb/size) 12=1329/0-7-8, 18=1329/0-7-8 Max Harz 18=-430(LC 10) Max Uplift 12=-804(LC 12), 18=-861(LC 12) Max Grav 12=1378(LC 18), 18=1378(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 362/112, 2-3=-522/412, 3-5=-1970/1658, 5-6= 1410/1339, 6-7=-1409/1339, 7-9= 1973/1658, 9-10= 537/412, 10-11=-363/120 BOT CHORD 1-1 8=-1 89/378, 17-18=-1289/2048, 15-17=-1023/1751, 13-15— 1023/1499, 12-13= 1289/1730, 11-12= 189/391 WEBS 6-15=-864/965, 7-15=-645/657, 7-13=-251/405, 9-13=-179/359, 9-12= 1583/1302, 10-12=-419/627, 5-15— 643/657, 5-17=-251/403, 3-17=-177/359, 3-18= 1594/1302, 2-18=-417/627 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.opsf; h=24ft; B=150ft; L=100ft; eave=1 ift; Cat. II; £xp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 17-11-8, Exterlor(2) 17-11-8 to 27-6-11 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except (Jt=lb) 12=804, 18=861. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33810 Date: April 16,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11--7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the 6904 Parke East Blvd. fabrication, storage• delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314. Job Truss Truss Type • a Oty Ply 20005 SOUTHERN STAR T13789445 74497 R6 COMMON 6 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 Mi I ek Industries, Inc. Mon Apr 16 10 13:43 2W 8 rage 1 • I D: B4h5MBmOpx?MT9hXBGzMj9zz5ll-8rVGgmxlxj6W I PGRujcDx6TmNbg8N BM3Njwi W pzQATM 1-3.12 6-83 1%6-3 17-11-6 23-4-13 30-3-4 35.11-0 1-3-12 5-0-9 5-9-14 5-5-5 b-5-5 6-10.7 5-7-12 m 4 0 Scale = 1:65.1 10 a' Ia 0 3x4 = 3x6 = 3x8 — 3x6 = 3x4 = 3x6 II 3x5 = 3x5 = 1-3.12 - i1-0-0 17-11-B i 26-8-11 303-0 347-0 3511-0 1-0-0 7-10-9 8-8-3 B-9-3 3-69 0• 12 54-0 ' 0-3-12 Plate Offsets (X Y)-- [2:0-0-0 0-1-15] [2:0-7-9 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.14 14-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.29 14-16 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.04 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Wind(LL) 0.08 14-16 >999 240 Weight: 196 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-2 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-14, 7-14 REACTIONS. (lb/size) 17=1124/0-7-8, 11=1534/0-7-8 Max Horz 17=430(LC 11) Max Uplift 17=-737(LC 12), 11= 928(LC 12) Max Grav 17=1199(LC 17), 11=1534(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2= 342/80, 2-3=-493/372, 3-5=-1634/1285, 5-6=-999/932, 6-7=-1041/904, 7-9=-764/433, 9-10=-820/484 BOT CHORD 1-1 7=-1 55/353,16-17=-979/1769, 14-16= 629/1434, 12-14=-336/875, 11-12=-365/834, 10- 11 =-365/834 WEBS 2-17=-403/611, 3-17=-1293/974, 3-16— 212/396, 5-16=-287/437, 5-14=-664/683, 6-14=-509/636, 7-12= 617l729, 9-12=-865/1098, 9-11=-1472/1540 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24fh B=150ft; L=100ft; eave=lift; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 17-11-8, Exterior(2) 17-11-8 to 27-6-11 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for 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, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 17=737, 11=928. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIFEK REFERANCE PAGE MlI-7473 rev. 10/032015 BEFORE USE. ' Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an individual building component not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication• storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22,114. Tampa, FL 33610 Job Truss Truss Type a Qty Ply 20005 SOUTHERN STAR T13789446 74497 R7 COMMON 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Apr 16 10:13:44 2018 Page 1 . I D: B4h5M BmOpx?MT9hX8GzMj9zz51I-c23et6yOi 1 ENwZreSR7STKOpj?AR6e9DcNgJ2FzQATL 1-3-12 6-6-5 12-6-3 17.115-5-511 23-4-13 30-7-0 1-3-12 5-4.9 5-9-14 5-5-5 r 7-2-3 3x4 = 4x6 = 3x8 — 3x4 = 3x6 II 3x4 = 1-3-12 1-0-0 9-2-5 17-11-8 23-4-13 30-7-0 i-0-0 7-10-9 &9-3 SSS 7.2-3 as LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL - 20.0 Plate Grip DOL 1.25 TC 0.84 - Vert(LL) -0.16 11-13 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.37 11-13 >952 240 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.04 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Wind(LL) 0.09.11-13 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 14=1175/0-7-8, 9=1077/0-7-8 Max Horz 14=-374(LC 10) Max Uplift 14=-761(LC 12), 9=-658(LC 12) Max Grav 14=1214(LC 17), 9=1077(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-336/87, 2-3=-487/383, 3-5=-1668/1415, 5-6=-1046/1120, 6-7= 1061/1157, 7-8=-1148/1065, 8-9-1008/1009 BOT CHORD 1-14=-164/348, 13-14— 1264/1754, 11-13=-1028/1415, 10-11==803/958 WEBS 2-14=-414/619, 3-14=-1332/1140, 3-13=-207/382, 5-13=-270/452, 5-11= 674/669; 6-11= 717/657, 7-11=-293/349, 7-10=-249/339, 8-10= 794/975 Scale = 1:61.4 m 0 CO PLATES GRIP MT20 244/190 Weight: 183 lb FT = 20% Structural wood sheathing directly applied or 5-7-7 oc puriins, except end verticals. Rigid ceiling directly applied or 6-6-7 oc bracing. 1 Row at midpt 5-11, 6-11, 7-11 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft B=150ft; L=100ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 17-11-8, Exterior(2) 17-11-8 to 27-6-11 zone; cantilever left 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, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 14=761, 9=658. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 16,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev, 1010312016 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, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with posslble personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type + 1 Qty Ply 20005 SOUTHERN STAR T13789447 Y 74497 V4 VALLEY 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s mar i i zui a Mi Tek inausrnes, inc. Mon Apr 16 r u: r 3:45 20 i a rage i ID:B4h5MBmOpx?MT9hX8GzMj9zz5ll-4EcO5SyOTLMEXjQgO8ehOXZ9bOaurKxMg1 PsahzQATK 2-0-0 4-0-0 2-0-0 2.0-0 3x6 = Scale = 1:7.7 2 3x4 i 3x4 LOADING (psf) SPACING'- 2-0-0 CSI. DEFL. in (loc) ' I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 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 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-P Weight: 11lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=102/4-0-0, 3=102/4-0-0 Max Horz 1=-33(LC 10) Max Uplift 1= 62(LC 12), 3=-62(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24fh B=150ft; L=100ft; eave=1 ift; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for. reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 1, 3. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 16,2018 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev, 10/03,2015 BEFORE USE., Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall buliding design. Bracing Indicated is to buckling of Indlvldual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" prevent Is always required, for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems. see.ANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available. from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Job Truss Truss Type . 1 Qty Ply 20005 SOUTHERN STAR T13789448 74497 ~ V8 VALLEY 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MI I eK Innustries, Inc. Mon Apr 1 b 1 u:13:4b 2u1 is Page i ID:B4h5MBmOpx?MTghXBGzMj9zz5ll-4EcO5SyOTLMEXjQgOBehOXZ3tOZErJhMg1 PsahzQATK 4-0-0 8-0-0 4-0-0 4.0-0 Scale = 1:17.8 4 3x4 i 2x3 II 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-P Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc.bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=125/8-0-0, 3=125/8-0-0, 4=250/8-0-0 Max Horz 1= 81(LC 10) Max Uplift 1=-96(LC 12), 3=-96(LC 12), 4=-111(LC 12) Max Grav 1=129(LC 17), 3=140(LC 18), 4=250(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-165/269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. 11; Exp C; Encl:, GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except (jt=lb) 4=111. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIIEKREFERANCE PAGE MIP7473 rev. 10/03/2015 BEFORE USE. Design valid for use only w11h.MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not wt a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k" prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Job Truss Truss Type + 1 Qty Ply 20005 SOUTHERN STAR s T13789449 74497 ~ VA GABLE 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Apr 16 10:13:46 2018 Page 1 I D:B4h5M BmOpx?MT9hX8GzMj9zz5l l-YQAOlozeEeU49t?OZr9wY15BmoxCalpW 3h9P7BzQATJ 1-0-0 5-8-12 11-5-8 12-5-8 1-0-0 5.8-12 5-8-12 1-0-0 10 9 8 7 6 3x5 11 3x5 II 3x4 = 2x3 11 3x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2014/TPI2007 CSI. DEFL. in (loc) I/defl Ud TC 0.94 Vert(LL) 0.01 5 n/r 120 BC 0.08 Vert(TL) 0.02 5 n/r 90 WB 0.15 Horz(TL) 0.00 7 n/a n/a Matrix-S Scale = 1:33.2 0 N PLATES GRIP MT20 244/190 Weight: 57 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-5-8. (lb) - Max Harz 10=-161(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 7 except 10=-173(LC 12), 6=-173(LC 12), 8=-144(LC 12), 9=-107(LC 9) Max Grav All reactions 250 lb or less at joint(s) 10, 6, 7 except 8=366(LC 1), 9=264(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-223/399, 2-3=-110/296, 3-4=-93/297, 4-6= 194/406 WEBS 3-8=-273/511, 2-9= 244/405, 4-7=-208/399 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=2fh Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 6-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 at joint(s) 7 except (it=lb) 10=173, 6=173, 8=144, 9=107. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6834 $904Parke East Blvd. Tampa FL 33610 Date: April 16,2018 Q WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 101032015 BEFORE USE. ° Design valid for use only with MITek8 connectors. This design Is based only upon parameters shown. and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent braying MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 SOUTHERN STAR T13789450 74497 ~ VB GABLE 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Apr 16 10:13:47 2018 Page 1 I D:B4h5MBmOpx?MT9hX8GzMj9zz5ll-1 dkn W 7_G?ycxn l aC7Zg95yeSuCHeJCW fI LuzfazOATI 1-0-0 5-8-12 11-5-8 _ _ 12-5-8 1-0-0 5-8-12 5-8-12 Scale = 1:29.0 12 11 10 9 8 3x4 11 2x3 11 2x3 11 2x3 11 3x4 I LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TP12007 CS1. TC 0.34 BC 0.07 WB 0.19 Matrix-R DEFL. in Vert(LL) -0.00 Vert(TL) -0.01 Horz(TL) 0.00 (loc) I/deft Ud 7 n/r 120 7 n/r 90 8 n/a n/a PLATES GRIP MT20 244/190 Weight:51 lb FT=20% LUMBER- EIRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-5-8. (lb) - Max Horz 12=-161(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 10 except 12=-111(LC 12), 8= 111(LC 12), 11=-204(LC 12), 9= 204(LC 12) Max Grav All reactions 250 lb or less at joints) 12, 8 except 10=310(LC 1), 11=355(LC 17), 9=349(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-71/304, 4-5= 71/303 WEBS 4-10=-224/277, 3-11= 273/628, 5-9= 269/629 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft L=100ft eave=2ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in- the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 at Joint(s) 10 except Ot=lb) 12=111, 8=111, 11=204, 9=204. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 16,2018 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010MO16 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, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee StreeL Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type .16�-�' Qty Ply 20005 SOUTHERN STAR T13789451 74497 VC GABLE 1 1 Job Reference (optional) Chambers. Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 M1Tek Industries, Inc. Mon Apr 16 10:13:48 2U18 Nage 1 4 , ID:B4h5MBmOpx?MT9hX8GzMj9zz511-Vpi9jT?umGkoOBSPhGCOdABelcdK2g2pX?eWBOzQATH 5-8-12 11-5-8 5-8-12 5-8-12 0 6 3x4 - 8 7 6 2x3 11 2x3 11 2x3 11 3x4 0 Ir 6 Scale=1:23.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.27 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(TL) n/a n/a 999 BOLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014lTP12007 Matrix-S Weight: 41 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 11-5-8. (lb) - Max Horz 1=129(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 7 except 8=-190(LC 12), 6=-190(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=286(LC 17), 6=285(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-8=-223/353, 4-6=-223/353 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft eave=l ift Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 7 except Qt=lb) 8=190, 6=190. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33810 Date: April 16,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building deslgn. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mew prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely information available from Truss plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 j JI Symbols Numbering System � 0 General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0'�/lbrr For 4 x 2 orientation, locate plates 0-110 from outside edge of truss. This symbol indicates the required direction of slots in connector plates, "Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur, Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. ;DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, �. Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 1 dimensions shown in ff-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 0 c O U a- O 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved tp ,1. MiTek MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements, 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted, 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 0 u a P a r v a° 0 9 ' t A Lot i Edge of - - a -Edge of Pavement Logo a avemen xl Pavement -lam z �.M w xfa.a9 ,z:..a� To Bank S89'50'59"W 690. 10' �a� 7 Bank Lp .si x22. .,aef T Bak77 700 8vnk. FIRC L8494 ,ass f —_ .faae mae �\ FlR �J O' 4 d Rai! F e to- #t!!i Easement 4' Wood all .2szs an `__ UtiB Easement 4' Wood ad Fence 1 Utility asement — —.. —tl_. i- -aa.o'- F�7 fLength=2,Radius=2A=552729" .2'' Length=69.69 2" 'lase .19 faes i Radius=72.00' ta, ,ae Floc Le494/ / _ E 50 'Proof setback Line he — \ ' a pPP ti W a o no .fA z21.a9 WI. i Top Bank,.. o i n_ t E I I m c1 .21.60 I +4 -21.00 .fan . W x Existing Form Boards See Detail 20025 Southern tltor I Stables i4 I 8 u, � ° 3 a 12f.aT I 0 0 o e a� ° -�---------------------..____ .. -----_-•�---------------'---`479.3'----------------------------'-- -- -------------"'®_---- c I 0 0 i Lot 7 II Lot 6 10.95 Acres± OPP Vo Vo k I �^ L N . _ _ , ° sr -21.08 J 01 to A LEGEND walob, Pad with Air Concritioning CB - cinch Baas CBS - Concrete Block sfivdvm CUP - Com,gated Motoi Pi .: GIVE - cancate Pad wtha Egapnent FE ;Flood Zone data shown here on is based on the 'visual inspection of the digital Flood G/ - - Cable� valve HC12 41ous Maps provided by the Federal Embrgen y nagement Agency '(FEMA) and is limited tiro - Fi a liydmnt to accuracy of such maps. OIL - oW Po UB ry Una PP l - slu �° Flog Zone: X Community 1: 120285 Panel 1: T!0 �t Printed Suffix: J, Date: 2.16.2012 SSMH -Sanitary Sewer Manhole `J A Tr TCB - Telaphane Communioau" Box UB - UMIY Bev AM - Wota- Motor FCM - Found 4i4 Conmete Monanlart FJP - Found t" kw, 114- FlPC - Found Aran Pipe mith Cap FIR —Found 15 Iron Rod FM - Found 15 kw Rod With Cap SWC - Set /5 bon Rod with Cap 7.8,(7357" RPC. - Foufld 112" bole Pipe with Cap FM - Found Mag Nei � Found Mail --Foundd N xaa Wm Oink REPARED FOR: FPF"rr,. - Fa nd FK B" Tab Goup One Construction AW FPKO - Fwmd PK hW with Wk Garlotte Alrtlore MRS - Found Ral Road Spike /CO - M Pawmant Cut Out XO.00 — Existing Elevation Pepared By: Regina C. Kamer, PSM 4363 EL - Elevation -' BM - Bench Mark Winer Surveying, inc.. LB#7357 Storm Water Run Off directiod d Prepared For: I t St. CE _ARLOTTE ALMORE w- LEGAL DESCRIPTION Lot 7, SOUTHERN STAR STABLES SUBDIVISION, according to the Plat thereof, as recorded in Plat Book 53, Pages 24 and 25, Public Records of St. Lucie' County, Florida. SURVEYOR'S REPORT 1 This Survey shall not be valid unless sealed with an embossed Surveyor's Seal 2 No underground improvements have been located as part of this Survey. 3 The last field date of this Survey was: 5-31-17, Formoard 5-26 17 4 This Survey was prepared using the Plat of Record only. No other documents were provided and no search of, the public records wasperformed by this office. 9 5 The Survey shown hereon meets the requirement for field accuracy in a suburban area as set forth by the Minimum Technical ,Standards (5J-17.050-052FAC). 6 Left Blank 7 Unless other wise noted all bearing and distances are in accordance with the record plat and have been verified by field measurements. See map for bearing base. 8 Parcel/Lot line locations have been based on found sut+ ey control along the center line of Southern Star Drive 9 None 10 The Legal Description shown hereon was provided by the client andor his/her represen tatives. No ownership of fen lines ' has been determined as part of this Survey, 12 Off set calls to found survey control are relative to the nearest property corner, intersection of lines, point of -curvatures (PC), point of reverse curvatures (PRC) or other identifiable point. 13 Compliance with local zoning requirements and or with requirements set forth by other State, Public, and/ar. Private entities has not been verified as part of this Survey. 14 Elevations shown are in accordance with the North American Vertical Datum of 1988 656. 2g 1E APR 3 0 2018 " LL .a RECEIVED..._ i0' APR 0 2018 ST- Lucie County, Permittina KARNER SURVEYING, INC.. I_ Residential & Commercial Surveying Servpces l I % t R "ift Platt i /on 2740 SW Marian Downs Qlvd. 333, Palm Cify, F1.34990 Phone: (772)288 7206 Fax:(772)223 8181;" x vVWW.KARNERSURYEYINGINC.COM karner®comeast.net 1 BEDROOM 7 CLG, HT, 10'-0' BEDROOI CLG. NT, 10' v 4' PATIO CLG HT. to, -0" NOOK CLG. HT. IV-0' EGRESS O 13'-11" BEDROOM 5 CLG. HT, IO' -O' •CLG HT. ,10' -0' , 1 bA I N L m I N CLG Hi, 10' -0 z° LU . .'� W.I.C. Ti CLG HT, 10' -o' ' DINING ROOM 6 Ia NOTE: WATER HEATER DRAIN PAN TO BE 1-1/2" MIN. DEPTH AND SHALL COMPLY WITH WATER HEATER MANUFACTURER'S (RECOMMENDATIONS FOR SIZE. .ti 5'- O m CLG. HT. 10'-0' 10'-1 gal. Water He3ter tecirculating Fump and Pan. vide Min. 1" Drain to irect Waste Line (Floor — 50 gal. ? ter Heater w/Recir ulating Pump and Pan. Provide Min. 1" Drain to Indirect Waste Line (Floor Drain). IIWI 00 1110PAIIIIIo• FAMILY ROOM ----------- — CLG. HT. 10'-0' 13' IV�Iw 14'-3Z BEDROOM 3 CLG. HT. ICY -0' .11 11'-11z" CU2 EGRESS 0 0 0 13'-11" BEDROOM 8 IN CLG HT. 10' -0" e O 15'-0" ATH 4 L HT. Ia-O' o ❑� W.I 4'-8" ° e 4 o UTILITY ROOM ' CLG. HT, 10' -0' �� nn IV I 4 LIVING ROOM CLO ' MASTER a CLG HT, IF-o' a N 91_0 BEDROOM 101-611 CLG HT. u'-a ,d ATH 1 I V �� lie ''2,_�„ RtF KITCHEN 1 �] CL 1 CLG. HT. 10'-0' .I W lo' 6C— CLG. HT. 10' -0' 1 1 I Tp ❑ L 3E T-5" T-31 1 I DW a O? s'-a^ 1 BEDROOM 2 4 W.I C. ' 1 CLG HT, !0'-0' ® I X I DINING ROOM El A C ® 2X S CLG. HT. 11'-0' " CLG HT. 10'-0' FOYER O B LN 0 =N MASTER BATH CLG.HT. 1100' --00�' CY 0 0 CLG. Hr. SO'-0' 00 0 00 ® ® IT-321" a 0 07 N HB BEDROOM 4 .... ` Z 5❑ ' n„ CLG HT 10'-V 11 11 Provide 1/2' gypsun-- board between garagge/ residence & garage attic (typical) 50 gal. Water Heater w/Recirculating Pump and Pan. Provide Min. 1" Drain to Indirect Waste Line (Floor Drain). GARAGE 22'-1 ❑3 ;�N NOOK ti CLG HT. 10'-0` E Ce m A&SUMMIT DESIGN & FORENSICS, INC. 725 S.E PORT SAINT LUCIE BLVD. SUITE 203 PORT SAINT LUCIE EL 34984 (772)285-0572. CLG Hf, 10'-0' FAMILY ROOM CLG. NT. 10'-0' I II DINING ROOM CLG. HT. 10`-0' 7'- m 0 BEDROOM 9 CLG HT. 10' -Ir BEDROOM 10 MG. HT. DOOR SCHEDULE MARK STYLE EI P. NOTES WDCHGT +D, ❑1 OVERHEAD 161-0. 8'-01 ❑2 DOUBLE EXTERIOR 6'-0' 8'-0' ITE FR. DRS. MA NUBLE E RES$ DO PUT SHUTTER ) �3 SINILE EXTERIOR 3'-0' 6'--8' FG 6 Panel boor with Weatherstrl Ing and Threshold HOLLOW CORE-6 PN., MLLOW CORE-6 PN.. DOUBLE LIGHT FRENCH ® SINGLE T-O' 6'-8' 0 DOUBLE INTERIOR T-0. 6'-B' © DOUBLE EXTERIOR T-O' B'-0' 70 DOABLE INTERIOR 2'-0' 6'-8' HOLLOW CORE-6 PM - SIMILE 1'-6' 6'-8' HOLLOW CORE-6 PPL. 8❑. SINGLE 3'-D' 6'-8' RATED LID SELF CLOSING 0 SINGLE 2'-6' 6'-8' HOLLOW CORE-6 PNL. 11 SIMILE EXTERIOR 2'-8' 8'-0' FG 6 Panel Door with Weatherstripping and Threshold NOTE ALL WINDOWS TO BE IMPACT RESISTANT, CLIMATE AND GEOGRAPHIC DESIGN CRITERIA DAMAGE FROM WEATHERING — NEGLIGIBLE DAMAGE FROM TERMITES - VERY HEAVY CUBIC VOLUME OF THE CONDITIONED SPACE 53932 (CUBIC FEET) Scope of Work WIND❑W SCHEDULE MARK TYPE STYLE SIZE A P, NDTES W I H + - O PY IXED GLASS 4'-V -D' OBSCURE 0 SH 25 SINGLE HUNG 3'-2' T-3' EGRESS O PY IXEI GLASS 3'-0' 21-0' OBSCURE ® (2)SH 25 SINGLE HUNG 3'-2' T-3' PICTURE WINDOW O SH35 INGLE HIM 4'-6. 5'-3' EGffSS THESE PLANS AND ALL PROPOSED WORK ARE SUBJECT TO ANY CORRECTIONS nfOUIRED BYFIELD INSPECTORS THAT MAY BE NECESSARY IN ORDER TO COMPLY WITH ALL APPLICABLE CODES. CONCEALED FASTENERS OR ATTACHMM! ARE THE RESPONSIBILITY OF TMi CONTRACTOR OF RECORD ALL MANUFACTURES LABLES SHOWING U FACTORS AND SHGC COMPLIANCE WITH FSC ENERGY CODE MUST REMAIN ON ALL DOORS AND WINDOWS UNTIL INSPECTIONS ARE APPROVED TERMITE TREATMENT REQUIRED / 709-008 Single level CBS single family residence STLUCI[C®Bir D�GD I N REVIEW D F R O NC REVIE\ D 1 Building Code DATE 2014 Florida Building Code: Residential PLAN P R TDNSTBEIHEPT TNJOB 2011 National Electric Code ORNOIN ECTIONWILLBEMAD E. Design Loads Roof Live Load: 20.0 p.s.f. Floor Live Load: N.A. Wind Speed: 160 MPH (3 second gusts) Wind Importance Factor: 1.0 Building Category. II Wind Exposure: C ECEIV Internal Pressure Coefficient: .18 C�\,,gg C Structure Designed: Enclosed Soil bearing capacity. 2000 p.s.f. � APR 302018 2018 NOT FOR BY: CONSTRUCTION RECEIVED APR 20 118 ST. Lucie County, Permitting �]) BRIAN J. MASKOL FL PE # 66080 a 4 � U W Q O U a O V a w z 3 O a z z w z 5 Q o Q a a a a o 0 0 0 o N N K o z W cG 1n Fri W r1 I�rT�I W rT7 w Oda :4 N 0' O � O 0 w DATE DESIGNED GMW 05-19-17 DRAWN GMW 05-19-17 CHECKED 1 FOUNDATION 3/16"=1'-0" SCALE PLAN NOT FOR CONSTRUCTION ,o\A.SUMMIT DESIGN & FORENSICS,` INC. 725 SE PORT SAINT LUCIE BLVD. SUITE203 PORT SAINT LUCIE FL 34984 (772)285-0572 BRIANJ. MASKOL FL PE #66080 " z o z z Q z� o w w w Q Q a Q o w z z z w z z q Q o Q ro a as a � a m a d N ci a a Q ca m ca c� o 0 z 0 5 W a U�Q WHO QZ w wWW N W p! W 00% N N DATE DESIGNED GMW 05-19-17 DRAWN GMW 05-19-17 CHECKED Q 6' F III 10 I0I ICI ImI ICIIIN ICIICIICIICI ICI I&I I&I OWN OBSCURE CDnKlmr CI M/AmrTnKl 6" iI 0 B OBSCURE ; RIGHT ELEVATION 3/16"=1'-0" SCALE NOT FOR CONSTRUCTION LEFT ELEVATION 3/16"=1'-0" SCALE o6SCU REAR ELEVATION 3/16"=1'-0" SCALE OF B AM 10'-0' I r� MAIN HOUSE VENTILATION REQ,i 6390 SF x 144 x 1/150 = 6134 SQ. IN, TOTAL VENTILATION SHOWNi6038 SQ, IN. TOTAL RIDGE VENTILATION SHOWN1 2268 SQ. IN. MIN, MAIN HOUSE SOFFIT VENTILATION, 5578 SQ. IN. - 2268 SQ. IN, = 3310 SQ IN. TOTAL SOFFIT VENTILATION SHOWN, 3770 SQ. IN, 6"1 OF BEAM 10°-0°' FIN FLOOR 0.0p° rom 4Mk-� 10'-0" 5M GENERAL NOTES 1° Construction shall follow 'Florida Building Code' (FBC) 2014, FBC 2014 Residential, FBC 2014 Plumbing Code, FBC 2014 Mechanical Code, FBC 2014 Energy Conservation, and the NEC (NFPA 70) 2011 Edition 2, The Contractor, Subcontractor, Supplier, etc shall verify all dimensions, conditions at jobsite, 3, All written dimensions on these drawings take precedence over scaled demensions. 4. Structural features not detailed on these pages will be addressed by the Engineer as construction progresses, 5. Residence located in negligible weathering area, and In very heavy termite Infestation area per FRC 301 STRUCTURAL NOTES 1. Design loads in accordance with ASCE 7-10 2. Soil bearing capacity 1 2000 PSF 3. Alt structural concrete shall have a minimum compressive strength of 3000 PSI at 28 days. 4. Slab/Footings to be concrete with minimum 2500 PSI compressive strength at 28 days, See plan for size and steel requirements, 5. Minimum concrete protection for reinforcing barsi Footingsi 3' Beams; 1 1/2' Suspended Slabs 1' 6. Lap all reinforcing steel a minimum of 48 bar diameters, Grade 40 steel minimum In beams and columns, 7. All lumber In contact with concrete or masonry shall be ppressure treated. 8. Splittin or cracking of structural components due to installation of hardware is not permitted. 9, Unless otherwise noted, the Installation of specified hardware shalt conform to the manufacturers Instructions and standard practice, 10. Bearing points of trusses shall have vertical studs In a number equal to the number of plies of the bearing member when the bearing member Is 2 or more plies unless noted, 11. Unless otherwise noted for exterior walls, exterior plywood sheathing and interior drywall is to be nailed with 10d or better na I is 6' o. c° edges and 8' o, c, f I e ld, or screwed w I th drywall screws 1.25 Inches long and 0.131 Inches diameter. 12. Wall and ceiling finishes (not Including trim) shall have a flame spread Index of not greater than 200 and a smoke developed Index of not greater than 450,Per USG, A' wallboard has a flame spread Index of not greater than 25 and a smoke developed Index of not greater than 450, 13. Insulation shall have a flame spread Index of not greater than 25 and a smoke developed index of not greater than 450 (not applicable to facings when installed in concealed spaces with facing installed in substantial contact with the unexposed finish surface), Per Ownens corning, Batt Insulation has a flame spread Index of 10 and a smoke developed Index of 10, 14, Gypsum wall board shall conform to ASTM C22, C475, C514, C1002, C1047, C1177, C1178, C1278, C1396 OR C1658 and Installed per FBC residential code. Per USG, wallboard conforms to C1396. 15. Ceramic tile shall be Installed per ANSI A108, 1, A108. 4, A108. 5, A108. 6, A108. 11, A118, 1, A118.:1, A136. 1 and A137.1.FIber mat reinforced cement ItIous backer shall be used behind wall applied ceramic tiles and conform to ASTM C1268,C1325,C1178 OR C1278. Per Durock, cemF4nt board exceeds ASTM C1325. T DESIGN & FORENSICS, INC. 725 SE -PORT SAINT LUCIE BLVD. SUITE 203 PORT SAINT LUCIE FL 34994 (772)285-0572 BRIAN 1. MASKOL FL PE#66080 W i}Jj-1ij C z z a a o o z Q 3 w w o a a � z z w Q q z o � � ro ro a a a �000 Q N N N N� a � a C 5 w a U�Q Z� O w w w W � w O N 0 N Z 0 W W DATE DESIGNED GN1W 05-19-17: DRAWN GMW 05-19-17 CHECKED File ,3 GENERAL ROOFING NOTES Roofing to be composed of and attached to pre manufactured wood trusses as follows: Felt underlayment (min. ASTM 0 226 Type II) with 4" min. side and end lope, fasten with corrosion malstant annular ring shank nails at 6"o.c. in is and in staggered rows spaced 12"o.c. in field. If roof pitch is < 4/12 install (2) layers 15# felt. If roof pitch is 4/12 or greater, install (1) layer 30# felt. 19/32" plywood sheathing or equal Installed with staggered joints & GI clips, nailed to trusses with 8 corrosion resistant annular ring shank nails spaced max. 6"o.c. throughout, except max. Vo.c. at gable ends. All roof trusses are to be pre —manufactured assemblies provided by a licensed wood truss fabricator with separate drawings and data prepared for actual project conditions by a Florida registered professional engineer certified for truss design. Any deviation from the proposed plans as shown regarding placement a bearing shall be brought to the attention of the truss engineer prior to fabrication of the trusses. The trues manufacturer's certified layout shall govern after fabrication. The handling, erection, and fixing of wood trusses shall be in accordance with the specifications contained on the certified mfgr's. drawings and data. All engineered headers and truss hangers to be provided by the truss manufacturer. Splitting or cracking of structural components due to installation of hardware is not permitted. Unless otherwise noted, the installation of appecifled hardware shall conform to the truss manufacturers installation instructions and standard practice. BUCK ATTACHMENT NOTES AT DOORS USE P.T. PINE OR SPRUCE AND ATTjTACH BUCKS TO BLOCK NTH 1/4" DIA. TAPCONS WiTH 2 1/4" EMBEDMENT INTO C.B.S. SET A 6' FROM CORNERS AND AiT 12"o.c. MAX. AT WNDOWS USE P.T. PINE OR SPRUCE AND ATTACH BUCKS TO BLOCK NTH 8d CASED HARD COIL NAILS OR T NAILS 4" FROM ENDS AND 12"o.c. USE "STRUCTURAL" SHIMS DURING DOOR INSTALLATION WOOD AND/OR CEDAR SHIMS SHALL NOT BE USED. SHEATHING NAILING NOTES Nailing Pattern Zone 1: 8d at 6"o.c. field & 4"o.c. edges Zone 2; Ed at 4"o.c. edges & field Zone 3: 8d at 4"o.c. edges & field Pneumatic Nails Pneumatic or mechanicaly driven nails will be accepted under the following conditions: Min. nails size Ed or larger ring shank with Min. shank diameter: .113 Min. Length: 2-1/2" Min. Head Diameter: .280 Full Round Min. Ring Diameter .012 over shank dia. Min. 16 to 20 Rings per Inch Note Gun nails shall be permitted as an acceptable fastener from any manufacturer Wood acre" meeting the same size requirement may be used in lieu of nails without comment Nailing Schedule ROOF & FLOOR DIAGRAM Use sheathing with #8 gun nails at 6"o.c. at supported panel edges and #8 gun nails at 6 o.c. at Intermediate supports. ROOF SHEATHING TO GABLE END FRAME Use /8 gun nails at 4"o.c. EXTERIOR SHEATHING Use #8 gun nails at 4"o.c. at panel edges and /8 gun nails at 4"o.c. at panel tap and bottom and 6"o.c. in field EXTERIOR CEILING & SOFFIT NOTE 7/8' Stucco finish over 3/8" high ribbed galy. wire lath fastened to framing members with No. 11 guage nails with 1 3/4" embed. with 3/8" dia. head 6"o.c. max. edges to be tied and nailed at 9"o.c. Provide one layer of 15/ felt to bottom of framing before installing lath. INTERIOR WALL FRAMING NOTE Interior non bearing walls to be metal studs (25 Ga.) 24"o.C. Crimper may be used In lieu of screws. STRUCTURAL NOTES: All reinforcing steel shall be high strength billet steel and shall conform to ASTM A-615 grade 60 specifications. Lap continuous reinforcing 48 bar diameters or 30" in beams and in slabs. Lap bottom steel over supports and top steel at mldepan. Hook discontinuous ends of all top bars. Reinforcing steel shall have a minimum of 1" concrete cover, or as follows: Beams: 1 1/2" 1 1/2" 1 1/2" Slab on Grade: 1 1/2" 1" Structural Poured: 3/4" 3/4" Poured Walls: 3/4" Slabs exposed to the weather 3/4" 1" _ Reinforcing steel shall be detailed and fabricated in accordance with the "Manual of Standard Practice of Detailing Reinforcing Concrete Structures" and the current "ACI Building Code 310" All structural steel shall conform to current ASTM Specification A-36 All wood in contact with masonry shall be pressure treated or approved separating material. All dimensions shall be verified In field by the contractor. If there are any discrepancies the Architect or Engineer shall be notified before proceeding. All Design and Construction shall be inaccordance with the current American Concrete Institute (ACI). and the American Institute of Steel Construction (AISC), The Florida Building Code and all applicable local codes. Structural Concrete shall attain a minimum ultimate compressive strength (Fc') in 28 days as follows: Column Footing and Wall Footing: 3000 P.S.I. Column and walls from foundation to roof: am column schedule. All other concrete: 2500 p.s.i. Footing sizes and reinforcing are based on allowable soil bearing capacity of 2DDO p.s.i. All footings shall bear in virgin soil. If this Is not the case, the Architect or Engineer shall be notified before proceeding with the work. Timber (Heavy Timber Construction) (a) Truss manufacturer shall submit a signed and sealed shop drawings by a registered Engineer. (b) Wood rafters to have a Stress Grade of Fb=1200 p.s.i. (c) Roof members should be secured to the beams or other structural components with hurricane anchors for wind uplift. All wood members shall have a minimum fiber stress in banding of 1200 p.s.i, with 1/360 max. deflection. All bolted connections shall be 1/2" Cadmium plated or better. Log bolts to be used only in shear connections with minimum e threaded penetration past steel plate. Lag bolted conditions shall be drill tapped no larger than the internal thread diameter and shall not be hammer driven. Under Girder Trusses provide equal number of studs as girder plys at frame bearing locations GENERAL REQUIREMENTS All work to be as per the current edition of the Florida Building Code and meet or exceed all applicable local requirements. General contractor Is responsible for all labor, materials, utilities, testing, waste removal, storage, securing of site, accomodatlon, tronsport/freight, and all other cost related to the completion of this project., unless explicitly identified here. Owner is responsible for all municipal related charges such as impact fees, and water connection, except building permit fees, which are to be Included In the construction bid. General contractor to check all drawings for errors and ommissions and bring them to the attention of the architect prior to starting any work, or ordering any materials of the respective division of work. If such errors and ommissions are not reported In wrltingto the architect, any resulting damages or costa shall be born entirely by the general contractor. Architect is not responsible for the contractors method or means of construction. Unless otherwise noted, the installation of specified hardware shall conform to the manufacturers instructions and standard practice. All plans and drawings are not considered complete until they have been reviewed and approved by the Building Department and the building permit has been issued. THRESHOLD NOTE At egress door (Entry Door) the max. hgth. of the threshold shall be 1/2" NTH CELLS FILLED /5 VERT. AT (3) SIDES OF 4STEN TO BLOCK IEDHEADS WITH MIN. ASHER 12" FROM ENDS MAX. 14" TAPCONS STAGGERED Garage Door Buck Detail 90 DEGREE HOOKS Chance in Bond Beam Elev. Bottom Chord Lateral Bracing NOT FOR CONSTRUCTION M STEEL OON FOR ENTS WITH INTINUOUS FOOTING comer bars at beam — (outside only) (2) corner bars at footing (min.) vert. dowel lapped with wall reinforcing, all laps 25" (min.) in grout filled cell — — — — — — — — I I all caner bars to be the same size, number, and I spacing as horizontial bare In footing, beams, and walls I I a as r 1 Corner Reinforcing Detail (2) 2x4 SIMPSON SPH4 0 EACH—/ STUD W/ 10-1ODX1}" NAILS TO STUD 1/2" 0 2x4 S1UDS @ ao O.C.TRUSS R-11 INSULATION SIMPSONSTUD W/ SPH4 W EACH STUD W/ 10-lODXl}" NAILS � TO STUD m F 2X4 TREATED BOTTOM w PLATE r y PRE-ENGINEERED WOOD TRUSS SIMPSON H10A (9)-10dx1}" TO TRUSS & (9)-10dx1}" TO PLATES (2) 2x4 SIMPSON MSTA24 FROM J STUDS TO VERTICAL @ TRUSS END W/ (18) 16D NAILS TO STUDS & GIRDER 1/2" GYP (3) STUDS @ — GIRDERTRUSS R-11 INSULATION 2X4 TREATED BOTTOM PLATE r TRUSS SIMPSON LGT2 W 2-PLY HIP GIRDER TRUSS "GRB" W/ (14) 16D NAILS TO STUDS & (16) 16D NAILS TO GIRDER SIMPSON HTT4 W/ 5/8" DIA. EPDXIED THREADED BOLT MIN 6" EMBEDMENT 5/8" WEDGE ANCHORW/ INTERIOR BEARING WALL DETAIL @ "GRB" TRUSS 1/8"X2" SQ. WASHER SPA. 0 1/2"=1'-0" T-8" O.C. TYPICAL INTERIOR BEARING WALL GARAGE INTERIOR WOOD BEARING WALL 1/2"=V-0" AILS >>LSU MMIT DESIGN & FORENSICS, INC" 725 SE PORT SAINT LUCIE BLVD. SUITE 203` PORT SAINTLUCIE FL 3498'4 (772)285-0572 BRIAN J. MASKO'L EL PE # 66080 o z a a a z q O w w q q � z z P. Q Q O 4 W a a a r � � Q N N N q N m N N o car �i z C W a 1� W U�/, Q W �vJl PTO wWW O O Fri I'"ry N Q N DATE DESIGNED GMW 05-19-17 DRAWN GA1W 05-19-17 CHECKED PRODUCT APPROVAL Approval b Product Model Number Manufacturer Glass Attach t h Building Rated Product Rated s NOA 15-0612.12 S.H. Windows SH500 PGT Impact 3/16" x 1 3/8" min embedment Tapcons 0 6"/10" O.C. See Elev. +60/- 70.0 FL&243.9 Fixed Window PW 5520 PGT Impact 1/4" x 1 3/4" min embedment Tapcons 0 6"/15"O.C. See Elev. 49+/-130 FL#:8871.9 gDoublepor Swin I"aied Pu els? Fiberclassic Therma Tru Impact 1/4" x 1 1/4" min embedment 0 6"/14" O.C. See Elev. +/- 47.0 FLU 5684.1 Overhead Door W8 09 Clopay NA 5/16" x 1 5/8" min. embed. lag screw each bracket See Elev. +54 / -60 Approval Product Model Numbe Manufacturer Attachment Method Building Rated Design Pressures Product Rated Pressures Number IDesign NOA . 15-0212.07 M' Roofing 9 5V CRIMP SUNLAST pp10 SCREWS 0 16 O.C. IN FIELD & 0 B" O.C. IN PERIMETER AND CORNERS SEE PLAN -74.75 FIELD -176 PERIMETER CORNER METAL ROOFING OVER 30# ROOF FELT OVER 19/32 C.D.X. PLYWD. SEE CONNECTOR SCHEDULE 1122 PRE ENG. WD. 61/ TRUSSES 24'c.c. ALUM. DRIP EDGE ON P.T. FASCIA WRAP R30 BLOWN INSULA' WITH ALUM. ABOVE LIVING AREA 1/2" CLNG. I BOARD " FIRESTOP WIRE LATH AND STUCCO SOFFIT WITH VENTS I (1) COURSE BEAM BLOCK WITH (1) REBAR AND FILLED WITH GROUT 8x16x8C.M.U. PROVIDE "CASTCRETE" WITH #5 VERT. DOWEL PRECAST LINTELS ABOVE I IN GROUT FILLED CELLS ALL OPENINGS 1 x 2 P.T. FURRING 24"o.c. R4 FOIL INSULATION AT LIVING AREA TWO COAT STUCCO FINIS 1/2" GYP. D.W. I I INC. FOOTING #5 REBAR GRADE min. j ! / 4" 2E SEE FOOTING ON CI DETAILS TFRMI Typical Wall Section scale: 3/4" = V-0" 2x4 TREATED BOTTOM PLATE PRE -MANUFACTURED ROOF TRUSSES 2'-0" O.C. R-30 MIN. )k" DRYWALL CIELING 2x4 GALVANIZED TOP PLATE li" DRYWALL BOTH SIDES 2x4 METAL STUDS BASEBOARD (TYP.) LIGHT GAUGE METAL TRACK FASTEN TREATED BOTTOM J �- 4" THICK CONCRETE SLAB (2500 PLATE TO SLAB W/ psi) WITH FIBER MESH OVER 0.145"Ox2-1/2" LNG. VAPOR BARRIER OVER CLEAN P.A.F. 0 16" O.C. COMPACTED TERMITE TREATED SOIL Typical Interior Wall Section NOT TO SCALE 2x4 TREATED BC PLATE FASTEN TREATED PLATE TO SLAB W/ 0.145"0x2-1/2" LNG. P.A.F. 0 16" O.C. ^,E-MANUFACTURED ROOF USSES 2'-0" O.C. -30 BLOWN -IN SULATION DRYWALL CIELING 4 GALVANIZED TOP ATE DRYWALL BOTH SIDES 4 METAL STUDS ,SEBOARD (TYP.) :HT GAUGE METAL TRACK THICK CONCRETE SLAB (2500 psi) WITH FIBER MESH OVER VAPOR BARRIER OVER CLEAN COMPACTED TERMITE TREATED SOIL WALL SECTION BETWEEN MAIN ENTRY TRUSS BEARING NOT TO SCALE 3/8" continuous bead of CBS caulk (back bedding) behind buck to prevent liquid passage a Min. 1 1/4" embedment set flange in continuous ° 1 t1 %2qd embedmeows and nt at bead of caulk across the G e ° ° sl. gl, doors entire face of buck d ` . e e ° r1/2" drywall stucco finish-�V !J / perimeter caulk 1/4' max. struct. shim Attach p.t. bucks with 8d coil nails at caulk 12"o.c. Typ. Alum. window attach as per manufacturers jamb or sliding glass door jamb product approvals NOTE: Method of attachment and waterproofing procedures are the same at poured concrete sill. Gunable sealants shall comply with PAD TO BE 4" LARGER ALL AROUND ASTM C 920 Class 25 grade or THAN UNIT greater for roper joint expansion and contraction Typical Window & S.G.D. 7 Jamb Detail at CBS Wall Includes Buck Attachment Method ANCHOR UNIT TO PAD WITH MIN. 1/4" DIA. TAPCDNS 0 1 1/2" EMBEDMENT DEPTH & NEOPRENE PAD. (PIPICAL FOR 4) ---- 4" SUCTION & LIQUID - REFRIGERANT LINES . , ' , C • • .� , i RUN REFRIGERANT LINES SHORTEST-J CONCRETE PAD. DISTANCE TO SLOG. EXTERIOR WALL SEE PLANS FOR CONTINUATION. CONDENSER TIE DOWN DETAIL NOT TO SCALE 2x4 BLOCKING 0 2'-0" O.C. LIGHT GAUGE METAL TRACK NOTE: WALL IS NON LOAD BEARING R-13 BATT INSULATION 2x4 TREATED BOTTOM PLATE FASTEN TREATED BOTTOM PLATE TO SLAB W/ 0.145"Ox2-1/2" LNG. P.A.F. 0 16" O.C. WALL SECTION BETWEEN GARAGE AND RESIDENCE NOT TO SCALE DESIGNED TO MEET THE REQUIREMENTS OF FBC 2014 SECTION R703.8 REQUIREMENTS Alum. window frame 3/8" continuous bead of corrosive resistant c caulk (back bedding) behind Topcon concrete shim to prevent liquid passage srews Installed as specified in window 1/4" struct. shim manufacturers product approval set flange in continuous bead of caulk across the window sill entire face of buck perimeter caulk stucco finish c_ a :E . Gonable sealants shall comply with ASTM C 920 Class grade or ° 'a '. greater for proper Joiof nt or grid contraction precast conic. sill Typical Precast Conc. Sill Detail PRE -MANUFACTURED ROOF TRUSSES 2'-0" OX. Cast in Place Sill or Tie Beam Option In the event that the precast products are damaged in the field cast in place sills and tie beams may be used (not to 5 T in tie beam to be a min. (2) #10 WOOD SCREWS AT exceed -10 ) Ical cast place 8 x 12 with twos top and two #5 bottom. EACH BLOCKING Safe Load Table Notes Installation Notes 1. All values based on minimum 4" nominal bearing. 1. Inst Ilation of U lintels must comply with architectural Exception: Safe loads for unfilled U lintels must and%r structural drawings. be 70ced by 20% if bearing length is less than 6 1 2. 2. U lintels can be field cut to the required length. )J" DRYWALL CIELING 3. Cast in lace concrete may be provided in composite 2. N.R. =Not Rated P. Y P P U lintel In lieu of concrete masonry units. 3. Safe loads are superimposed allowable loads. 4. The exterior surface of U lintels installed in exterior 4. One #7 rebar may be substituted for two #5 concrete masonry walls shall have a coating of stucco applied in accordance with ASTM C-926 or other - 2x4 METAL STUDS rebar in 8 inch U lintels only. approved coating. 5. All safe loads in units of pounds per Tinier foot. 5. Concrete masonryunite used in composite U lintel shall 6. All safe loads are based on simply supported span. be laid in a running bond. 7. Safe load ratings based on rational design analysis 6. Shore composite lintels as required. - xz" DRYWALL BOTH SIDES per ACI 318 and ACI 530. 7. U lintels are manufactured with a 5 1/2" long notch at both ends to accomodate vertical cell reinforcing and grout. LIGHT GAUGE METAL TRACK l 81`16-1 B/1 T .zir-mWia; Lintel Type Designation Composite U Lintel Materials 1. Grout per ASTM C476 fg-3000 psi with maximum 3/8 Inch aggregate and 8 to 11 inch slump. 2. Rebar per ASTM A615 Grade 60 3. Concrete masonry units (CMU) per ASTM C90 with minimum net area compressive strength = 1900 psi 4. Mortar per ASTM C270 Type M or S FOR CONSTRUCTION NOT ..� SUMMIT DESIGN & FORENSICS, INC. 725 SE PORT <SAINT LUCIE BLVD. SUITE 203 PORT SAINT LUCIE FL 34994° 11111 79C10K09 BRIAN d: MASKOL FL PE # £6080 ... f9#llil4l�� o z z ca x o o U U U w z is a a 3 w w o Q Q a w z z z Q o ro x a a a r � � Q N m N N 0 w a W M_ �n O ►x U O W N O ow O DATE DESIGNED GMW 05-19-17 DRAWN GMW 05-19-17 CHECKED Q NAIL @ 6" O.C. PERIMETER AND 6" O.C. FIELD () NAIL @ 6" O.C. PERIMETER AND 6" O.C. FIELD NAIL @ 4" O.C. PERIMETER AND 6" O.C. FIELD NOTE: ROOF SHEATHING SHALL BE 19/32" THICK COX PLYWOOD ROOF SHEATHING FASTENED TO ROOF FRAMING W/Bd RING SHANK NAILS (PER FRC 803.2.3.1) SPACED PER ZONE DESIGNATIONS AS SHOWN ABOVE N PRESSURES ZONES - PSF 1 2 3 4 5 33.3 -58.1 -85.9 +36.5 -39.6 +36.5 -48.9 32.5 -53.5 -80.3 +34.8 -37.9 +34.8 -45.5 31.2 -47.3 -72.9 +32.6 -34.1 +32.6 -41.2 30.3 -42 77 -67.4 +31.0 -31.3 +31.0 -37.9 +27.2 -30.3 +27.2 -30.3 FOR WINDOWS AND AND OTHER DUILUIN" w"mrvrvcry i a Am) CLADDING. ROOF ZONES: 1 THRU 3 WALL ZONES: 4 AND 5 WIND ZONE - WALLS ZONE 5 IS 4'-0" FROM CORNERS NVI IU SGALL Q ZONE 1 - USE 10d RINGSHANK NAILS AT 6' O.C. (IN FIELD) 4' (EDGE) ® ZONE 2 - USE IOd RINGSHANK NAILS AT 6' O.C. ZONE 3 - USE IOd RINGSHANK NAILS AT 4' O.C. ROOF NAILING PATTERN DIAGRAM ,46UMM ® DESIGN &FORENSICS, INC. 725 SE PORT SAINT LUCIE BLVD. •. ..SUITE 203 PORT SAINT LUCIE'PL34984 (77 2) 2 8 5 -0 5 7 2 BRIAN`.J. MASKOL FL PE # 66080 .r r" 7 A <� ti z z z z Q a a 3 o Q Q z z w Q z ro w � W � h h h O O O N N z 0 SN cn W FL h� W U�Q w L/� F-I Fr"I wWW W � w O QI C`� O DATE DESIGNED GMW 05-19-17 DRAWN GMW 05-19-17 CHECKED NO. -120 .,o 6 ill i 1i 1 A PATIO MG. HT. IV-V FA FAMILY R OM MG. H MG. HT. 10' V BE;L 6 DINING ROOM MG. HT. 10' -V R A NOOK — MG. Hr, ID'-D' BEDROOM 5 - �\ CMG HT. 10' -0' CL'O w/Recirculating Pump and Pan. Provide Min. 1" Drain to Indirect Waste Line (Floor Drain). NOTE: WATER HEATER DRAIN PAN TO BE 1-1/2" MIN. DEPTH AND SHALL COMPLY WITH WATER HEATER MANUFACTURER'S RECOMMENDATIONS FOR SIZE. W BATH 2 6 V; o MG. HT, 10' -V MASTER BEDROOM i MG, HT, 11'-V `2 i 0 C CLG HT, 10'�0' MASTER BATM MG. HT 10'--V L 'COURTYARD _ \\ PATIO M(l ROOM 'LG IT. 11' -0• FOYER CLG, HT, IV -V MG. HT. 10' -0' r \ ENTRY �o w/Recirculating Pump and Pan. Provide Min. 1" Drain to Indirect Waste Line (Floor Drain). !Ell 1111 �i FAMILY ROOM MG. HT. IV-0' / 10, -V DINING ROOM \ CLG, HT. IV -0' 1 50 gal. Water Heater—/ w/Recirculating Pump and Pan Provide Min. 1" Drain to Indirect Waste Line (Floor Drain). ELECTRICAL PLAN 3/16"=1'-0" SCALE BEDROOM MG. HT. ID'-0' o iTuawl y, 1-5 II�QI �.�— I Provide 1/2' gypsurl board between garage/ gsiden� L garage/attic \ ypica o G. D. D. SHALL BE LIS LISTED AND LABELED IN ACCORDANCE WITH UL325 0 GARAGE BEDR CLG, HT, IV-V \ a NOT FOR CONSTRUCTION ® PATIO B MG. Hr. la-o• Ell BII 111113--0 0 O V o K Enb V -VFN \ • o 0 0 VP REF / Q / FAMILY ROOM co MG. HT. 10' -0' \ c h Lu ATTICSSIS5.. X i zzx3slL . I \ \ru i DINING ROOM MG, HT, 10' -V (3) jl 0 THOU) copITper and ,ground HW) copper in 2 gaiv. conduit BEDROOM 9 CLG, HI, IV-0- IN 'PAP VA 1014 ��si•aif�Si7 400 KC MIL copper in 2-1/2" gaiv. conduit F.P.L. service �400 AMP METER �13 /GRD W a.0 MAIN COMBO W/ disc (2) 200 AMP BREAKERS 14" ground X 10'-0"\ 1/0 GRD long ground rod I 3/4" copper water pipe tie ground wire to footing rebars Electrical Riser Diagram ELECTRICAL LEGEND 2 WALL MOUNTED LIGHT FIXTURE OVP VAPOR PROOF LIGHT FIXTURE I--a--I SURFACE MOUNTED FLUORESCENT LIGHT FIXTURE UNDER CABINET FLUORESCENT FIXTURE ORECESSED CEILING LIGHT Q D(TotlOR TIGHT WALL FIXTURE ® JUNCTION BOX CEILING FAN WITH LIGHT OPTION ® DOOR CHIMES ® ® SMOKE DETECTOR EXHAUST FAN WITH LIGHT CARBON MONOXIDE 11) O' THERMOSTAT DETECTOR COMBINATION SMOKE/ $ DUPLEX OUTLET — SNITCHED CARBON M BON MONOXIDE DETECTOR =0 DUPLEX OUTLET -TM TELEVISION .0 220 V OUTLET 1i QAI TELEPHONE WEATHER PROOF CFl iH SWITCH O' PUSH BUTTON THREE WAY SWATCH FLUORESCENT FIXTURE DIMMER SWATCH NOTE: RECEPTACLES IN KITCHEN A BATH AREAS TO BE 46" A.F.F. ALL 120V SINGLE PHASE 15 R 20 AMP BRANCH CIRCUITS SUPPLYING OUTLETS THAT ARE NOT OFCI MUST BE AFCI. TAMPER PROOF RECEPTICALES MUST BE INSTALLED IN 120 VOLT, SINGLE PHASE 15 A 20 AMP BRANCH CIRCUITS CLO Electrical Load Calculations 6390 Living S.F. at 3 VA 19170 VA Three 20 Amp Appliance Ckts. 9000 VA Laundry 4500 VA Dryer 15000 VA Water Heaters 13500 VA Dishwasher 3600 VA Range 8000 VA Ref. Circuit 1500 VA Microwave 3000 VA Disposal 3000 VA GDO 900 VA Total 81,770 VA First 10 KVA at 100% 10,000 VA Remainder at 40% 28,708 VA (3)AC Heat at 100% 43,800 VA Total 72,508 VA 72,508 VA / 240 V = 302 Amps 400 Amp Service Smoke detectors wired to 120V Bathroom lights Non Switchable, Non GFI Electrical contractor to verify all equipment loads prior to start of construction. Electrical contractor to recalculate electrical schedule if loads are to be modified &SUIVMIT DESIGN & FORENSICS, INC. 725 SE PORT SAINT LUCIE BLVD. SUITE 203 PORT SAINT LUCIE FL 34984 (772-) 285-0.5-72 BRIAN 7 MASKOL FL PE#000$lop r aV °• �l � ALON ftl .ut z � H 0 o o z Q a a a zz z. a z O � a a o G O Q N N N o cv „i z O N m 5 W F4 H I� 104 U jam{ QV/ 0 V) U o a N O N DATE DESIGNED GMW 05-19-17 DRAWN GMW 05-19-17 CHECKED JOB NO. 1.-IA 20 �I E=1 TUB PLUMBING RISER DIAGRAM Plumbing contractor to provide a water hammer & shut off valve at each fixture Insulate all hot waier lines SUMMIT DESIGN &FORENSICS, INC. 725 SE PORT SAINT LUCIE BLVD. - SUITE 203 PORT SAINT LUCIE FL34984 (772)285-0572 BRIANJ. NBISKOL FL PE #-66080 41 Al i I o z z w z a a a 3 o Q Q c� w z z a Q Q z 0 ro w a a a ti ¢ N N N N N o N N z 0 N N m 5 W P' 1A U�Q Q� OO �z w wWW W � w ® F� sO � rTOrT FBI 0 N DATE DESIGNED GMW 05-19-17 DRAWN GMW 05-19-17 CHECKED 1 Copy "o� Iimi*" S U M M I - F DESIGN & FORENSICS, INC. 43'-4" DOOR SCHEDULE MARK STYLE NOTES WDOOR +D,P. I] OVERHEAD 16' -0' 8' -0' ❑2 DOUBLE EXTERIOR 6'-0' B'-O' (DOUBLE LITE FR. DRS.> MAIN EGRESS -DO NOT SHUTTER 03 SINGLE EXTERIOR 3'-0' 6'-B' F a6herswtri Door with Threshold ® SINGLE 3'-0' 6'-8' HOLLOW CORE-6 PIB. I] DOUBLE INTERIOR 3'-0' 6'-8' HOLLOW C9RE-6 PNL © DOUBLE EXTERIOR 3'-0' 8'-0' DOUBLE LIGHT FRENCH 70 DOUBLE INTERIOR 2'-D' 6'-8' HOLLOW CORE-6 PNL. ® SINGLE I'-6' 6'-8' HOLLOW CURE-6 PNL. ❑9 SINGLE 3-0. 6'-B' SOLID E 20 MIN, RATED SELF CLOSING ©0 SINGLE 2'-6' 6'-8' HOLLOW CORE-6 PIA., 1T SINGLE EXTERIOR 2'-8' 8'-0' FG 6 Pone Door with Weatherstripping and Threshold ALL WINDOWS TO BE IMPACT RESISTANT, WIND❑W SCHEDULE MARK TYPE STYLE IZE D. P. NOTES W �i PY FIXED GLASS 4'-6' -D' OBSCURE 2O SH 25 SINGLE HUNG T -2' 5'-3' E(iM [� PN FIXED GLASS 3'-O' 2'-0' OBSCURE ® (2)SH 25 INGLE HUNG 3'-2' S'-3' PICTURE WIM QS SH35 INGLE HUNG IS 4'-6' 5, -3' OGRESS Tabulation A/C Area 5941 Courtyard 1164 Patio#1 130 Patio#2 130 Main Entry 166 Garage 468 N R CONSTRUCTION N Single level CBS single family residence Building Code 2014 Florida Building Code: Residential 2011 National Electric Code Design Loads Roof Live Load: 20.0 p.s.f. Floor Live Load: N.A. Wind Speed: 160 MPH (3 second gusts) Wind Importance Factor: 1.0 Building Category. II Wind Exposure: C Internal Pressure Coefficent: .18 Structure Designed: Enclosed Soil bearing capacity. 2000 p.s.f. 725 SE PORT SAINT LUCIE BLVD. SUITE 203 PORT SAINT LUCIE FL 34984 (772) 285-0572 I ° UI Z O Z Z Z LLI r; U 00 v aj O N i W Z 0 a a 00 Lu w CO Z z a z ' z Z ti Wa' x a a a n r ao LU N N N c1 O ti N rn V\ N ti N O Z O N ti N In 7 w d • • • • • • ■ a+ , • r mF r t s S, y r s ; t r � � s �C DATE DESIGNED GMW 05-19-17 DRAWN GM W 05-19-17 CHECKED