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HomeMy WebLinkAboutBuilding Plans I i c) �z FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: THE GRAND CARLTON Builder Name: WYNNE DEVELOPMENT-._..,,_.. St�,eet: WYNNE DEVELOPMENT Permit Office: ST. LUCIE COUNTY rue Copy City,State,Zip: FT.PIERCE,FL _ Permit Number: �i Owner: �q� l-\ \`i\5�1 Jurisdiction: Design Location: FL,West Palm Beach County:: ST. LUCIE COUNTY(Florida Climate Zone 2) 1. New construction or existing New(From Plans) 9. Wall Types(1437.3 sqft.) Insulation Area y' 2. Single family or multiple family Single-family a.Concrete Block-Ext Insul, Exterior R=4.1 1250.00 ftZ b.Frame-Wood, Exterior R=11.0 187.33 ftZ 3 i Number of units,if multiple family 1 c.N/A R= ftZ 4. Number of Bedrooms 2 d.N/A R= ftz 5. Is.this a worst case? Yes 10.Ceiling Types (1446.0 sqft.) Insulation Area a. Under Attic(Vented) R=30.0 1446.00 ftZ 6. Conditioned floor area above grade(ftZ) 1446 b.N/A R= ftz Conditioned floor area below grade(ftZ) 0 c.N/A R= ftZ 11.Ducts R ftZ 7. Windows(139.2 sqft.) Description Area a.Sup:Attic, Ret:Attic,AH:Attic 6 320 a! U-Factor: Dbl, U=0.54 99.23 ftZ SHGC: SHGC=0:25 bl U-Factor: Dbl, U=0.55 40.00 ftZ 12.Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a.Central Unit 34.8 SEER:15.00 cl U-Factor: N/A ftZ SHGC: 13.Heating systems kBtu/hr Efficiency d. U-Factor: N/A ftZ a. Electric Heat Pump 34.8 HSPF:8.50 SHGC: Area Weighted Average Overhang Depth: 3.586 ft. Area Weighted Average SHGC: 0.250 14.Hot water systems 8. Fjloor Types (1446.0 sqft.) Insulation Area a.Electric Cap:40 gallons EF:0.970 a Slab-On-Grade Edge Insulation R=0.0 1446.00 ftZ b. Conservation features b�N/A R= ftZ None cl N/A R= ftZ 15.Credits Pstat GI Iss/Floor Area: 0.096 Total Proposed Modified Loads: 53.72 PASS Total Baseline Loads: 54.66 I hereby certify that the plans and specifications covered by Review of the plans and o4Z1E S7•,q?� this calculation are in ompliance with the Florida Energy specifications covered by this ...+ ._ Code. calculation indicates compliance � ri,,T •��.�� rs+ with the Florida EnergyCode. +++u ''�. :' •'•• ��� PREPARED Y. Before construction is completed04 C DATE: this building will be inspected for O �I� i, 010. compliance with Section 553.908 I pereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy Code. COD WE OWNER/ �G T: BUILDING OFFICIAL: DATE: �t� � DATE: - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as 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 an envelope leakage test report in accordance with R402.4.1.2. i r I i 4/13/2017 6:45 AM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 I I F,QRM R405-2014 I PROJECT Title: THE GRAND CARLTON Bedrooms: 2 Address Type: Street Address Building Type: User Conditioned Area: 1446 Lot# Owner: Total Stories: 1 Block/SubDivision: #of Units: 1 Worst Case: Yes PlatBook: Builder Name: WYNNE DEVELOPMENT Rotate Angle: 135 Street: WYNNE DEVELOPME Pelrmit Office: ST.LUCIE COUNTY Cross Ventilation: No County: ST.LUCIE COUNTY Jurisdiction: Whole House Fan: No City,State,Zip: FT.PIERCE, Family Type: Single-family FL, New/Existing: New(From Plans) ;Comment: ,I CLIMATE / IECC Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site Zone 97.5% 2.5% Winter Summer Degree Days Moisture Range FL,West Palm Beach FL_WEST_PALM_BEAC 2 44 90 70 75 316 60 Medium BLOCKS Number Name Area Volume 1 Entire House 1446 12514.8 I SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 11 BEDROOM 234 1872 No 2 1 1 Yes Yes Yes 2 WIC 54 432 No 0 1 No Yes Yes 3 MASTER BATH 63 504 No 0 1 Yes Yes Yes 4 M.BATH 56 448 No 0 1 Yes Yes Yes 5 KITCHEN 172 1376 Yes 0 1 No Yes Yes BATH 45 360 No 0 1 Yes Yes Yes BEDROOM 2 204 1632 No 1 1 1 Yes Yes Yes LAUNDRY 42 336 No 0 1 Yes Yes Yes 9 GREAT/DINING 526 5154.8 No 0 1 Yes Yes Yes 10 FOYER 50 400 No 0 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab-On-Grade Edge Insulatio BEDROOM 40 ft 0 234 ft2 _--- 0 1 0 2 Slab-On-Grade Edge Insulatio WIC 1 ft 0 54 ft2 ---- 0 1 0 3 Slab-On-Grade Edge Insulatio MASTER BATH 9 ft 0 63 ft2 ---- 0 1 0 4 Slab-On-Grade Edge Insulatio M.BATH 8 ft 0 56 ft2 _--- 0 1 0 5 Slab-On-Grade Edge Insulatio KITCHEN 1 ft 0 172 ft2 ---- 0 1 0 6 Slab-On-Grade Edge Insulatio BATH 5 ft 0 45 ft2 ---- 0 1 0 7 Slab-On-Grade Edge Insulatio BEDROOM 2 34.2 ft 0 204 ft2 ---- 0 1 0 I I- I 4/3/2017 6:45 AM EnergyGaugeO USA-FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 I FORM R405-2014 i FLOORS # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 8 Slab-On-Grade Edge Insulatio LAUNDRY 6 ft 0 42 ft2 ---- 0 1 0 9 Slab-On-Grade Edge Insulatio GREAT/DINING 47 ft 0 526 ft2 ---- 0 1 0 10SIab-On-Grade Edge Insulatio FOYER 7 ft 0 50 ft2 ---- 0 1 0 I ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) ^i 1 Gable or shed Metal 1524 ft2 240 ft2 Light 0.6 No 0.9 No 0 18.4 ATTIC I/ U # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Full attic Vented 150 1446 ft2 N N I CEILING # Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic(Vented) BEDROOM 30 Blown 234 ft2 0.1 Wood 2 Under Attic(Vented) WIC 30 Blown 54 ft2 0.1 Wood 3 Under Attic(Vented) MASTER BATH 30 Blown 63 ft2 0.1 Wood 4 Under Attic(Vented) M. BATH 30 Blown 56 ft2 0.1 Wood 5 Under Attic(Vented) KITCHEN 30 Blown 172 ft2 0.1 Wood 6 Under Attic(Vented) BATH 30 Blown 45 ft2 0.1 Wood 7 Under Attic(Vented) BEDROOM 2 30 Blown 204 ft2 0.1 Wood 8 Under Attic(Vented) LAUNDRY 30 Blown 42 ft2 0.1 Wood 9 Under Attic(Vented) GREAT/DINING 30 Blown 526 ft2 0.1 Wood 10 Under Attic(Vented) FOYER 30 Blown 50 ft2 0.1 Wood I WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below A Ornt 10 Wall Type SpaceR_Vallip 1 N=>SE Exterior Concrete Block-Ext InsiHEDROOM 4.1 9 0 8 0 72.0 ft2 0 0 0.5 0 2 S=>NW Exterior Concrete Block-Ext InsiSEDROOM 4.1 18 0 8 0 144.0 ft2 0 0 0.5 0 • I 3 W=>NE Exterior Concrete Block-Ext InsidEDROOM 4.1 13 0 8 0 104.0 ft2 0 0 0.5 0 i 4 S=>NW Exterior Concrete Block-Ext InEMWSTER BA 4.1 9 0 8 0 72.0 ft2 0 0 0.5 0 5 S=>NW Exterior Concrete Block-Ext InsuM.BATH 4.1 8 0 8 0 64.0 ft2 0 0 0.5 0 1 6 N=>SE Exterior Concrete Block-Ext Insul BATH 4.1 5 0 8 0 40.0 ft2 0 0 0.5 0 7 N=>SE Exterior Concrete Block-Ext IndRffDROOM 2 4.1 16 0 8 0 128.0 ft2 0 0 0.5 0 8 E=>SW Exterior Concrete Block-Ext InOEDROOM 2 4.1 10 0 8 0 80.0 ft2 0 0 0.5 0 9 SE=>W Exterior Concrete Block-Ext InEEDROOM 2 4.1 4 3 8 0 34.0 ft2 0 0 0.5 0 10 S=>NW Exterior Concrete Block-Ext InfiEDROOM 2 4.1 4 0 8 0 32.0 ft2 0 0 0.5 0 11 S=>NW Exterior Concrete Block-Ext InsillAUNDRY 4.1 6 0 8 0 48.0 ft2 0 0 0.5 0 12 N=>SE Exterior Concrete Block-Ext InsG3REAT/DIN1 4.1 26 0 8 0 208.0 ft2 0 0 0.5 0 I 4/3/2017 6:45 AM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 i FORM R405-2014 WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar Belo w 113 W=>NE Exterior Concrete Block-Ext InsOREAT/DINI 4.1 21 0 8 0 168.0 ft2 0 0 0.5 0 114 N=>SE Exterior Concrete Block-Ext Insul FOYER 4.1 1 0 8 0 8.0 ft2 0 0 0.5 0 15 E=>SW Exterior Concrete Block-Ext Insul FOYER 4.1 6 0 8 0 48.0 ft2 0 0 0.5 0 16 N=>SE Exterior Frame-Wood GREAT/DINI 11 23 5 8 187.3 ft2 0.23 0.5 0 I DOORS # Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 E=>SW Insulated FOYER None .28 3 6 8 20 ft2 WINDOWS Orientation shown is the entered orientation => changed to Worst Case. Wall Overhang VI # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 W=>NE 3 Metal Low-E Double Yes 0.54 0.25 32.4 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds Exterior 5 I 2 S=>NW 5 Metal Low-E Double Yes 0.5.4 0.25 6.9 ft2 1 ft 0 in 1 ft 4 in None None 1 3 E=>SW 8 Metal Low-E Double Yes 0.54 0.25 23.2 ft2 1 ft 0 in 1 ft 4 in None None 1 4 N=>SE 12 Metal Low-E Double Yes 0.54 0.25 36.8 ft2 1 ft 0 in 1 ft 4 in None None 5 W=>NE 13 Metal Low-E Double Yes 0.55 0.25 40.0 ft2 10 ft 0 in 1 ft 4 in None None I GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg.Wall Height Exposed Wall Insulation 1 315ft2 315ft2 24ft 8ft 11 I INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 IWholehouse Proposed ACH(50) .000385 1460.1 80.16 150.74 .2656 7 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:8.5 34.8 kBtu/hr 1 sys#1 I COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 15 34.8 kBtu/hr cfm 0.85 1 sys#1 I i 4/3/2017 6:45 AM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 i FORM R405,2014 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.97 40 gal 60.9 gal 120 deg None I SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model# Collector Model# Area Volume FEF None None ftz I DUCTS —Supply— ----Return-- Air CFM 25 CFM25 HVAC# # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 320 ftz Attic 80 ftz Default Leakage Attic (Default) (Default) 1 1 TEMPERATURES Prbgramable Thermostat:Y Ceiling Fans: Conlin Jan Feb [ ]Mar Apr Ma rj Jun [X]Jul X Aug Se [ ]Oct [ ]Nov Dec Heating Jan HFeb [X]Mar f APr I May Jun [ ]Jul 4 Au4 Sep []Oct [X]Nov Dec Ventin I HJan Feb X Mar [X]A r May Jun [ ]Jul [ Aug [ Se [X]Oct [X]Nov Dec The lmostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 1 Cooling(WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooing(WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating(WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Hea ing(WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 � I I 4/3/2017 6:45 AM EnergyGauge®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 i Project Name: THE GRAND CARLTON Builder Name: WYNNE DEVELOPMENT Street: WYNNE DEVELOPMENT Permit Office: ST.LUCIE COUNTY City,State,Zip: FT.PIERCE, FL, Permit Number: Owner: Jurisdiction: Design Location: FL,West Palm Beach COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. .j 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 framing shall be sealed. 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. i 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 vapor retarder with overlapping joints taped. i Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or Iunconditioned 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 airtight, IC rated, and sealed to the drywall. i 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. I 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 4/3/2017 6:45 AM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 i -i FORM rR405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 98 The lower the EnergyPerformance Index, the more efficient the home. WYNNE DEVELOPMENT, FT. 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 1250.00 ftZ b.Frame-Wood,Exterior R=11.0 187.33 ft 3. Number of units, if multiple family 1 c.N/A R= ft2 4. Number of Bedrooms 2 d.N/A R= ft2 10.Ceiling Types Insulation Area 5. Is this a worst case? Yes a. Under Attic(Vented) R=30.0 1446.00 ft2 6. Conditioned floor area(ft2) 1446 b.N/A R= ft2 7. Windows" Description Area c.N/A R= ft2 a. U-Factor: Dbl, U=0.54 99.23 ft2 11.Ducts R ft2 SHGC: SHGC=0.25 a.Sup:Attic,Ret:Attic,AH:Attic 6 320 b. U-Factor: Dbl,U=0.55 40.00 ft2 SHGC: SHGC=0.25 12.Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft2 a.Central Unit 34.8 SEER:15.00 SHGC: d.1 U-Factor: N/A ft2 13. Heating systems kBtu/hr Efficiency SHGC: a.Electric Heat Pump 34.8 HSPF:8.50 Area Weighted Average Overhang Depth: 3.586 ft. Aiea Weighted Average SHGC: 0.250 8. Floor Types Insulation Area 14.Hot water systems a.Electric Cap:40 gallons a.Slab-On-Grade Edge Insulation R=0.0 1446.00 ft2 EF:0.97 b.N/A R= ft2 c.N/A R= ft2 b. Conservation features None 15.Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Z8B 3T Construction through the above energy saving features which will be installed (or exceeded) .yOF = TAo in this home before final inspection. Otherwise a new EPL Display Card will be completed based on installed Code compliant features. J� �,,,, :°: ••�;::,```;,�o Builder Signature: Date: \ Icu it A Address of New Home: Ci /FL Zi �v P: wE'��y i *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at(321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. *Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 4/3/2017 6:45 AM EnergyGauge®USA-FlaRes2014 -Section R405.4.1 Compliant Software Page 1 of 1 l� O f I V i + Project Sum File wrightsoft � � PY B Entire Holuse y: QUICK CALLS,INC. 1317 ST.LUCIELN.,FT.PIERCE,RL 34946 Phone 772�6E6799 Fax 772-46"796.. Email:QUICKCAL98@Ap :CCM; Project y - Information For: THE GRAND CARLTON lWY^NNF_ DEVELOPMENT, FT. PIERCE, FL N tes: v `\-k 4 � i i Design • Information (Weather Fort Pierce,'FL, US . Winter DesignCon itions. SL comer Design Conditions Outside db 42 OF Outside db . 90 OF Inside db 70 OF Inside db. 75 OF Design TD I 28 OF Design TD i 15 OF Daily range L Relative;humi' ity 50 % Moisture diffeerice . 61 gr/Ib HeE ting SUMME ry S.ensible Cooling Equipment Load Sizing Structure 17848 Btuh Structure 17520 Btuh Ducts 5654 Btuh Ducts 8536 Btuh Central vent O cf 0 Btuh( ). Central Vent( cfm) 0 Btuh Humnone idification 0 .Btuh Blower e) 0 Btuh Piping I 0 Btuh Equipment load 23503 Btuh Use manufacturers data i n I Ratelswing m Itiptier I 0.95 Infiltration 1 Equipment sensible load 24753 Btuh. i Method Simplified Latent Cooling Equipment Load Sizing Construction qualit, Average Fireplaces 0 Structure . 3203 Btuh Ducts i 2318 Btuh j Central vent( cfm) 0 Btuh Heaffg Coolin (none) Area(ft2) 1446 144 Equipment lat nt load 5521 Btuh Volume(ft.) 11 12511 Air changes/hour 0.45 0.23. Equipment total load 30274 Btuh Equiv.AVF(cfm) i i 48 Req. total ca acity at 0.70 SHR 2.9 ton Heating Equipment Summary . Co ling Equipment Summary Make Carrier Make amer Trade CARRIER AIR CONDITIONING Trade ARRIER AIR CONDITIONING Model 25H8 536A*030 Cond 5HBC536A*030 • AHRI ref 7914 85 Coil 4DN(B,F)037 AHRI ref 7914585 Efficiency 8.5 HSPF Efficiency 12.0 EER, 15 SEER Heating input Sensible cooli g 24360. Btuh Heating output 34600 Btuh @ 47°F Latent cooling 10440. Btuh Temperature rise 27. °F Total cooling 34800 Btuh Actual'air flow. 1160: cfm. Actual air flow 1160. cfm Airflow factor 0.049 cfm/Btuh Airflow facto j 0.045 cfm/Btuh Static pressure 0.50 in H2O Static pressur 050 in H2O Space thermostat. Load sensible heat ratio 0.83 Capacity balance oint 32 OF Backup: 160 AFUE � Input=7 kW; Ou Out=23009 Bt h, I Calculations approved byACCA to meet all requirements of Manual J 8th Ed. l - - wrightsq I I 2017-Apr-11 09:29:38 I Right-Suite®U iv'rsal 2017 17.0.14 RSU08101 Page 1 ...uick CalcslDocument 1THE GRAND CARLTO I1446.rup Calc=MJ8 Front Door faces: N I if l- Job: i wril9ksoft° Right )Worksheet Dat' Entire House Byte: QUICK Ci4LCS, INC. I317 ST.LUCIE LN.,FT.PIERCE,F�L 34946 Phone:772 6616799 Fax 772-466-0796 Email:QUICKCALdS AOL.00M 1 Room name Entire House BEDROOM 2 Exposed wall I 156.2 ft 49.0 ft 3 Room height 8.7 ft d 8.0 ft 1.0 x 297.0 heat/cool 4. Room dimensionsft 5 Room area 1445.5 ft2 297.0 ft='; Ty Construction U-value. Or HTM Area (ft� Load Area (ftj I Load number (Btuh/ft�°F) (Btuh/ftz) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) . Heat Cool. Gross N/P/S Heatl Cool Gross N/P/S Heat Cool 6 13Allocsr 0143 n.` 4:00 2.55 503:. 465 I ;1$62 1184'_. 72 72 288 183, 4A-2om:, .0 770 :n 2fl56 , 19s31 38 0 , 15 730 0 0 ='`.0 0 13A17acs 0.143 a 1 4.00 2.55 128 8333 212 0 0 0 0 1Ac1om 1.270 a 35.56 87.29 24 2 848 2082 0 0 0 0 11 11DO 0.390 a 10.92 11.31 21 21 229 238 0 0 0 0 W 13A-46es 6.143. s -4..00 2.55 34 34 i 13A4ocs 0.143 s 1 4.00 2.55 360 353 1414 899 216 216 865 550 t-G 1A-c1om 1270 s 35.56 34.77 7 7 247 241 0 0 0 0 13A4ocs 0143 w 400 2.65 310 237 , 949 603 104: 72 288 183 1A c1om._ 1.270 :w 35 56 55.21 32 2 14l40 1770.•, 32,. 2 1140 1770: 4A52om 0 770 w' 21 56 1931 41 41 r 0 788 0 .0;'_'. P 12C-0sw 0.091 2.55 1.28 192 1924gI,�9 246 0_ 0 0 0 C, 16A30md ° O 032 090 2 32 1446 1446 , 1295 3354 29I 297 266 689. F 22Artpl 0.969 - 27.69 0.00 1446 156 4325 0 297-, 49 1357 6 tl 1 , 6 c)AED excursion I I j I 918 627 Envelope loss/gain I 14961 13349 i 4204 4003 12 a): Infiltration 2887 791 848 232 I b) Room ventilation 10 0 j 0 0 13 Internal gains: Occupants @ 230 6 1380 3 690 Appliances/othe 20M 0 Subtotal(lines 6 to 13) I I 17898 17520 5053 4925 Less odernal load 0 0 0 0 Less:transfer 0 0 0 . 0 Redistribution 0 0 0 0 14 Subtotal 17848 17520 1 5053 4925 15 =Duct loads 32% 49% 56,54 8536 32% 1 49% 1601 24M Total room load I 7 2 3 26056 6653 7325 Air required(cfm), 11 1160 328 326 II--Calculations a roved b ACCA to meet all requirements of Manual J 8th Ed. j -� wrights ft` I I 2017-Apr-11 09:29:38 A Right-Suite®Universal 2017 17.0A4 RSU0810T Page 1 ...uick Calcs\Documen�THE GRAND CARLTON.1446.rup Calc=MJ8 Front Door faces: N g I i Job: + wrightsoft' Right-J R Worksheet Entire House . Date:! QUICK O�AILCS, INC. By: 317 ST.LUCIE LN.,FT.PIERCE,FL 34946 Phone:772166-6799 Fax 772-466-6796 Email:QUICKCALCS AOL.COM j 1 Room name WIC I KrrCHEN 2 Bposed wall O ft O ft 3 Room height 8.0 ft heat/cool 8.0 ft heat/cool 4 Room dimensions 6.0 x 9.0 ft 11.0 x 1720 ft 5 Room area 54.0 ft' 172-0 ft? Ty Construction U-value Or HTM Area (ft) (Load Area (ft�l Load number (Btuh/ft2`F). I (Btuhlft2) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Head Cool Gross NIP/S Heat Cool 6 13A-0acs 0143 `ri- 400 2:55 0 0 1: 0 RA ;0 0 0 A 5-2om'. 0 770. ,h'. 21 56 19 3. 0 ': 0 0 .0 0 0 11VL813A-4ocs 0.143 a 4.00 2.55 0 0 0 0 0 0 0 0 1A-clom 1.270 e' ; 35.56 87.29 0 0 0 0 0 0 0 0 11DO 0.390 e� 10.92 11.31 0 0 0 0 0 0 0 0 W 13)Wocs 0143 s 4.00 -2.55 0 0 i 0 . 0 0 y/ 13A4ocs 0143 s 4.00 2.55 0 0 0 0 0 0 0 0 G� 1Aclom 1270 s 35.56. 34.77 0 0 0 0 0 0 0 0 13A-46cs -0143 , yvw 4:00 2.55 0 0 li 0 .0 0 0 0 0 1A-clam.: 1 270 -,v� 3556 55:21 0, 0 0 0: 0 I 0 0 0 0 770 ;:v� 21.56, :19:31 : . . 0-: 0 1 0 O r: : 0.. p p 0 P 12C-Osw- 0 091 - 2.55 1.28 0 . 0 0 0 64 64 163 82 C 16A30miJ.. :;.0 032. 0 90 232 ,54... 54 ;c 46 125 ;172 172 154 399 F 22A-tpl 0.989 27.69 0.00 54 0 0 0 172- 0 0 0 , i .. _. j " i 6 c)AED excursion I I I I -9 -170 Envelope loss/gain I I 48 117 317 311 12 a) Infiltration I0 0 j 0 0 b) Room ventilation 13 internal gains: Occupants @ 230 0 0 0 0 Appliances/oth 0 2000 Subtotal(lines 6 to 13) I I �48 117 317 . 2311 Less extemal load 0 0 0 0 -Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 117 317 2311 15 -Duct loads 32% 49% II__15-- 57 32% j 49% 100 .1126 Toted roorn load 371 Air required(cfm) I p3 178 j 421 53 I3 � Calculations a proved b ACCA to meet all requirements of Manual J-8th Ed. C - weights ft- 2017-Apr-11 09:29:38 RUk Right-Suite@ Universal 2017 17.0.14 RSU08101 Page 2 ...uick Calcs\Document \THE GRAND CARLTONl1446.rup Caic=MJ8 Front Door faces: N 9 i wrightsoft- Right-J R Worksheet °b I I date:i Entire House B : l QUICK G I CS, INC. v 317 ST.LUCIE LN.,FT.PIERCE,FL 34946 Phone:772 6"799 Fax 772-46M796 Email:QUICKCALCS@AOL.COM 1 Room name BATH ; BEDROOM 2 2 Exposed wall 5.0 ft 34.2 ft 3 Roam height 8.0 fit heat/cool 8.0 ft I heat/cool 4 Room dimensions I 9.0 x 5.0 fit i 1.0 x 203.5 ft 5 Room area 1 45.0 ft2 203.5 ft?: I Ty Construction U-value Or i HTM Area (ft') Load Area -(fill Load number (Btuh/ft?°F) I (Btulff) or perimeter (ft) " (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat! Cool Gross N/P/S Heat Cool I � 6 yJ 13A-0ocs.:: 3 :n 4E00 2 55 40 40' 60 102 128 - ` 128 513 326 1 G 4A5 tom 047 0 n 21 56 1931 0 0 1 0 0 13A-4ocs 0.143 a 4.00. 2.55 0 0 0 0 80 56 225 143 IA-clom 1.270 a 35.56 87.29 0 0 0 0 24 2 848 2082 1 1 11DO 0.390 e j 10.92 11.31 0 0 0 0 0 0 0 0 MY: .13A-4ocs 0*IQ s I 4.00'- 255 0 0 0 . 0 34 ! 34 136 86 V�/ 13A4ocs 0.143 s 4.00 2.55 0 0 0 0 32 32 128 81 �G 1Aclom 1.270 s I 35.56 34.77 0 0 0 0 0 0 0 0 13A-0acs 0 143 w 4'00 255 0 0 0 0 0 I 0 0 0 1Ac1om 1270 35;56 5521 0 0 0 0 0 0 0 0 �4A5-2om 21:56„ 19 31 0 0 r: 0 '. 0` 0: 0 0 0 P 12C-0sw 0.091," - 2.55, _ 1.28- 0 .0 0 0 0 0 0 0 C ;16Ik30md= - 0 032 :..'_ :0:90 -Z32 ._ .._ 45:_'.:_ 45 1, -.40 104., :. 204; "j 204 182 472 F 22A tpl 0.989 - 27.69 0.00 45 5 38 0 204 34 946 0 � . i i :_ .: .. .. i I' ! . 6 c)AFFD excursion I I I -16 j -85 Envelope loss/gain I I 339 190 2978 3106 12 a) infiltration . 1 7 24 593 162 b) Room ventilation �0 0 0 0 13 Internal gains: Occupants @ I 230 0 0 1 j 230 Appliances/othe� 0 ! 0 Subtotal Qines 6 to 13) I I I 05 214 3571 3498 Less extemal load 0 0 0 0 Less transfer Redistribution 0 0 0 0 14 .Subtotal 0 0 1 0 4 5 214 ; 3571 3498 15 -Duct loads I 32% 49% 135 104 32% 1 49% 1131 1704 Total room load 5 0 318 4702 5203 Air required(cfm) I �8 14 j 232 232 I - i I LCalculations a roved b ACCA to meet all r uirements of.Manual.J 8th Ed. !. L -�- wrightsa- - I I 2017-Apr-11 09:29:38 Right-Suite@ Uq versal 2017 17.0.14 RSU08101, Pa e 3 ...Wek CalcslDocument THE GRAND CARLTGN j1446.rup Calc=MJB Front Door faces: N 9 I j j 1 � Il wrightsoft Right-JOI Worksheet Job: Entire I use QUICK CIIALCS, INC. By. '317 ST.LUCIE LN.,FT.PIERCE,F)L 34946 Phone:772-66,6799 Fax 772-466-6796 Email:QUICKCALCS@/\OL.COM 1 Room name LAUNDRY j GREAT/DINING 2 Expcued wall 6.0 ft 47.0 ft 3 Room height 8.0 ft eat/cool 9.8 ft I heat/cool 4 Room dimensions 7.0 x 6.0 ft 11.0 x 526.0 ft 5 Room area j 42.0 ftz 526.0 ftzi Ty Construction U-value Or HTM Area (W) oad .Area number Btuh/ft2°F BtuWft2 or ft ( ) � ( ) perimeter (ft) �Btuh). or perimeter (ft) (�udh) Heat Cool Gross N/P/S Heat) Cool Gross N/P/S Heat Cool 6 13A flocs: 0143 n = 400 -255 p ' 0 0 0 255 '217 869 552 4A5tom _ 21 131. . . . =81500.7 13AAocs 0.143 a 4.00 2.55 0 0 0 0 0 0 0 . 0 IA-c1om 1.270 a 35.56 87.29 0 0 0 0 0 0 0 0 11 11D0 0.390 a 10.92 11.31 0 0 0 0 0 0 0 0 W_ : --'-13A-Aocs 0:143 se I .4.00 2.55 0 0 0 0 0 i 0; 0' 0 Vu 13AAocs 0.143 s 4.0o 2.55 48 48 92 122 0 0 0 0 -a 1Ac1om 1.270 s 35.56 34.77 0 0 0 0 0 0 0 0 13A-flocs 0 143 w 4;OD 2.55 0 0 0 0 206 I 165 661 420. -G 1Ac1om.; 1 270 :w:. 3556 55.21 0 0 i 0 0'.. 0, { :0 0 0 ' .G 4A5 tom ,0 770 :.w, 21'.56 19:31 0 0 0.' 0 ' 41 141 - 880 788; P 12C-Osw 0.091 - 2.55 1.28 56 56 43 72 0 0 0 0 C 16A 30md.,: 0 032 ( _0:90 232 . '. `42 42 j38 9Z -526:: i -"526 471 1220 ,.: .F 22A-tpI 0 989 27.69 0.00 42 6 66 0 526_ � 47 1302 0 :. 1 i - I 6 c)AED excursion I I I -22668 Envelope loss/gain I I 539 270 4997 4379 12 a): Infiltration 104 28 997 273 b) 'Room ventilation I 0 0 0 0 i 13 Internal gains: Occupants @ I 230 0 0 2 460 Appliances/othe( 0 j 0 Subtotal eines 6 to 13) I 643 298 5994 5112 Less wdemal load ( 0 0 0 0 Less transfer 0 0 ! 0 0 Redistribution 0 0 0 0 14 ,Subtotal 643 298 5994 5112 15 •Duct loads 32% 49% 21 145 32% 49% 1899 2490 Total room load 846 443 j 7892 7602 Air required(cfm) 2 20 390 338 Calculations approved byACCA to meet all requirements of Manual J.8th Ed. wrightsoft- I - 2017-Apr-11 09:29:38 A& Right-Suite®Universal 2017 17.0.14 RSU08101 Page 4 \DocumentslTHE GRAND CARLTON 1446.rup Cale=MJ8 Front Door faces: N uick Calcs I I i I i- +-wrightsofC Right-JO . Orksheet 1 I � Date: Entire Mouse QUICK CIALCS, INC. By: I �317 ST.LUCIE LN.,FT.PIERCE,FL 34946•Phone:772 661.6799 Fax 772-466-0796 Email:QUICKCALbs@AdL.COM 1 Room name FOYER M.BATH 2 Exposed wall 7.0 ft 8.0 ft 3 Room height 8.0 ft heat1cool 8.0 ft i heat/cool 4 Room dimensions. 1.0 x 50.0 ft j7.0 x 8.0 ft 5 Room area 50.0 ft2 56.0 ftzi Ty Construction U-value Or I HTM Area (ftz) Load Area (ft2) Load number (Btuh/ffl�-`F) i (Btuh/ft2) or perimeter (ft) Btuh) or perimeter (it) (Btuh) Heat Cool I Gross N/P/S Heatl Cool Gross N/P/S Heat. Cool 6 13A flocs; >,0143 _ri 4:00 -2 55 8 8; 32 20. 0? I t0 .6— .`0 4A5 tom 0 770 :n 21 56 .19:31 0 0 ; 0. 0 0_= 0 0 0. 13AAocs 0.143 a 4.00 2.55 48 27 08 69 0 I 0 0 0 1Ac1om 1.270 a 35.56 87.29 0 0 0 0 0 0 0 0 • 11 11DO 0.390 e 1 10.92 11.31 21 21 229 238 0 0 0 0 W. 13A46cs Oi143 s 4;00' . 2.55 0 0 0. 0 p 1 p 0 0 W 13A-4ocs 0.143 s j 4.60 255 0 0 0 0 64 57 228 145 �G 1Ac1om 1270 s 35.56 34.77 0 0 0 0 7 7 247 241 13A�4ocs 0143 w 400 2.55 0 0 0 0 0, I 0 0 0: 1A clom 1 270 -w_ 3556 5521 0 0 0 0 -. U 0 0 0 r4G 4A5 tom 0 770.;w 21a56 19$1 0 0.}.., U :, 0. A 0 0 ,p P 12C-0sw 0 091 - 2.55 1:28 72 72 83 92 0 0 0 0 C 'S16lk30md° ` 0 032 -- 0 90 2 32 50 50 I^� i" 116:... 56: 3. 13, F 22Atpl 0989 -- 27,69 no 50 7 194 0 56 8 222 0 i • � .- 1 I I: i I 1 i 1 6 c)AED excursion I I I I -39 -38 Envelope loss/gain I I 7,j2 496 747 478 12 a)' Infiltration 1P1 33 b) Room ventilation 10 0 1 0 0 i 13 Internal gains: Occupants @ I 230 0 0 0 0 Appliances/other, p 1 i P Subtotal aines 6 to 13) I I I 9 3 529 885 . 516 { Less extemal.load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 14 Subtotal 9 3 529 865 516 15 Duct loads 32% 49% 289 258 32% 49% 280 251 Total room load 1202 787 1166 768 Air required(ofm) j9 35 58 34 Calculations anLoilved b ACCA to meet all r uirements of Manual J 8th Ed. A - - wcightso Right-Suite@ Unvelsal 2017 17.0.14 RSU08101 2017-Apr-11 09:29:38 i ...uick CalcslDocuments THE GRAND CARLTON-I446.rup Calc=MJ8 Front Door faces: N Page 5 I 0 Job: + wrightsoft Duct Sys em Summary Date: Entire House By: QUICK CAL�CS,INC. I 317 ST.LUCIE LN,FT.PIERCE,FL 34946 Phone:.772 46616799:Fax 772-466-6796 Email:QUICKCALCS a(1�4 L.COM Project Information For THE GRAD CARLTON WYNNE DEVELOPMENT, FT. PIERCE, FL { Heating. Cooling External static pressure ! 0.50 in H2O 0.50 in H2O 'Pressure losses 0 in H2O 0 in H2O Available.static pressure .0.50 in H2O 0.50 iri H'FO Supply/return available pressure 0.250/0.250 in H2O 0.250/0.250 in H2O Lowest friction rate 0.285 in/100ft 0.285 in/100ft Actual air flow I 1160 cfm 1160 cfm; Total effective length(TE ) 176 ft SupplyDetail design HtS Clg Design Diam H x W Duct Actual] Ftg.Egv Name (Ptuh) (cfrn) (cfm) FIR (in) (ir,l) Matl Ln (ft) Ln (ft) Trunk BATH h 560 �8 14 0.364 4.0 Ox0 VIFx 22.41. 115.0 st1 BEDROOM h 4702 232 232 0.360 7.0 Ox0 VIFx 23.9 ! 115.*0 st1 BEDROOM-A h 3327 1�4 163 0.300 6.0 Ox0 VIFx 31.8 j 135.0 st2 BEDROOM-B h 3327 1 } 163 0.285 6.0 Oxq VIFx 40.6 ; 135.0 st2 FOYER h 1202 59 35 0.505 4.0 Ox0 VIFx 4.0 ! 95.0 GREAT/DINING h 3946 10 169 0.300 7.0 oxd VIFx 31.8 135.0 st2 GREAT/DINING-A h 3946 195 169 0.300 7.0 Ox( VIFx 31.8,! 135.0 st2 KITCHEN c 3437 P11 153 0.379 6.0 Ox( VIFx 17.0I 115.0 st1 LAUNDRY h 846 42 20 0.361 4.-0 Ox c VIFx 23.3 I 115.0 st1 M.BATH-A h 768 8 34 0 0 Ox 01 VIFx 0 0 wic c 174 �3 8 0.309 4.0 Ox01 VIFx 27.0.i 135.0 st2 Supply Trunk - • - I II 1 I Trunk Htg Clg Design Veloc Diam H x W Duct _ Name Type (cfm) (cifm) FR (fprn) (in) (in) Material Trunk st2 PeakAVF 721 672 0.285 918 12.0 0 x 0 VinlFlx st1 st1 Peak AVF I 1043 11691 0.285 1020 14.0 0 x 0 _ VIinlFlx I I I I I I 2017-A r 11 09:29:38 t - - wriotso : Right-Suite®Uqiversal 2017 17.0.14 RSU08101 p /qC .I I i Page 1 ...uick Calcs\Documents THE GRAND CARLTON=I 446.rup Calc=MJ8 Front Door faces: N , i i i Return Branch Detail Table Grille ONClg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size(in) (c�fm) (cfm) (ft) FR . . (fpm) (in) (in) 0pening(in). Matl Thank rb1 Ox 0 1160 1160 0 0 . 0 0_ , Ox 0 VIFx j i i i j I j i I i i i I i I i i i , r11 0 2017-Ap9:29:38 wrightso ft, Right-Suite®Ur ivIsal 2017 17.0.14 RSU08101 Page 2 ...uick CalcMDocuments THE GRAND CARLT N11446.rup Calc=MJ8 Front Door faces: N i I � � I ® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® \,A '_RE: M11323 - 62' Grand Carlton III with porch MiTek USA, Inc. i 6904 Parke East Blvd. Site Information: T pa EE 33361 0 41 1 5 Customer info: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Model: 113 Lot/Block: Subdivision: Address: N/A City: PORT ST LUCIE State: FL Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: License#: Address: q'ity: State: i 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 [All HeighIl Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 13 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date Ill IT9680954 I A 10/17/16 2 I T9680955 I A5 1 10/17/16 18 I T9680956 J A6 1 10/17/16 14 I T9680957 I A7 1 10/17/16 15 I T9680958 I A8 1 10/17/16 fi IT9680959 I A9 1 10/17/16 1 7 IT9680960 I GRA 1 10/17/16 !'' J 8 I T9680961 I GRB 1 10/17/16 19 I T9680962 I J2 1 10/17/16 110 I T9680963 I J4 1 10/17/16 Ill I T9680964 J J6 10/17/16 112 I T9680965 J J8 10/17/16 113 I T9680966 J KJ8 1 10/17/16 The truss drawing(s)referenced above have been prepared by MiTek ° &IN°V,,is,,� USA,Inc. under my direct supervision based on the parameters °% pP....•• .. iprovided by Chambers Truss. °o° �,•�,�C E N, •,� ;,Truss Design Engineer's Name: Velez, Joaquin 6 182 My license renewal date for the state of Florida is February 28,2017. = IMPORTANT NOTE: The seal on these truss component designs is a certification ^13 ' '�X :9 STATE OF that the engineer-named is licensed in the jurisdictions)identified and that the o-0 , designs comply with ANSI/TPI 1. These designs are based upon parameters me T'• Al shown(e.g.,loads,supports,dimensions,shapes and design codes),which were �,��•'•4 0 R 1 O.•'�N filerefer n MiTek. ce purpose only,anect d was not ecific �taken into account included nt in the preparation o customers ,°,s ,JONA4 S %%�' 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 Joaquin Velez PE No.68182 should verify applicability of design parameters and properly incorporate these designs MiTek USA,Inc.FL Cert 6634 into the overall building design per ANSI/TPI 1,Chapter 2. 6904 Parke East Blvd.Tampa FL 33610 Date: October 17,2016 Velez,Joaquin 1 of 1 l Job Truss Truss Type ���62'�Grand �111-horchT96809Ml 1323 A COMMON Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 endustries,Inc. Mon Oct 17 10:40:01 2016 Page 1 I I D:a3B4PavKnnZweXyJckSFBgyuFUN-iMeaXsQ91 rHM W rvchxpgcTUSEIMd6iD2tQGCyMySYQy 11-0 q 6 7 13 12-4-13 17-0-0 21-7-3 i 27-4-3 _ 34-0-0 1-0-0, 6-7-13 5-9-0 4-7-3 4-7-3 5-9-0 6 7 13 Scale=1:59.2 I 1 4.00 Fl2 4x4= 6 25 2x3 I 1 24 2x3 11 3x6% 5 7 3x6 C 4 B _ 3x4% 3x4 3 9 N1 2 10 11 N I6 O 17 16 15 26 27 14 13 12 4x5— 2x3 11 46= 3x8= 3x8= 4x6= 2x3 I 4x5= 6-7-13 12-4-13 21-7-3 27-4-3 34-" 6-7-13 5-9-0 9-2-7 5-9-0 6-7-13 LOADING(psf) SPACING- 2-0-0 CSI. DE FL. in (loc) I/dell Ud PLATES GRIP TCLU 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.29 15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.72 14-15 >567 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 HOrz(rL) 0.14 10 Na n/a BCDL 10.0 Code FBC2014/-rP12007 (Matrix-M) Weight:163 lb FT=0% LUN�BER- BRACING- TO�FJJi CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-9-1 oc bracing. 7S 2x4 SP No.3 REACTIONS. (lb/size) 2=1362/0-8-0,10=1362/0-8-0 Max Horz2=179(LC 7) Max Uplift2=-832(LC 8),10=-832(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TO CHORD 2-3=3188/1833,3-4=-2663/1558,4-5=-2616/1565,5-24=-2668/1672,6-24=-2608/1669, 6-25=-2608/1669,7-25=-2668/1672,7-8=-2616/1565,8-9=-2663/1558,9-10=3188/1833 BOT CHORD 2-17=-1629/2972,16-17—1629/2972,15-16—1629/2972,15-26=-934/1925, 26-27—934/1925,14-27=-934/1925,13-14=-1629/2972,12-13=-1629/2972, 10-12=1629/2972 WEBS 6-14=-533/948,7-14=-328/317,9-14=550/387,6-15=-533/948,5-15—328/317, 1 3-15=-550/387 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=5211;L=34ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`iThis 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 832 lb uplift at joint 2 and 832 lb uplift at joint 10. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)50 lb down and 29 lb up at 15-0-0, and 50 lb down and 29 lb up at 19-0-0 on top chord. The designtselection of such connection devices)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(pif) Vert:1-6=-54,6-11=-54,18-21=-20 Concentrated Loads(lb) Vert:24=-50(F)25=-50(F) I I ®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 MlTek®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 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 JobJ Truss Truss Type Qty Ply 62 Grand Carlton 111 with porch T9680955 M113231 A5 SPECIAL 9 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:03 2016 Pagel I D:2GIScwwyY5hnGhXVARzUkuyuFUM-eIILyYSPZSX4m92_pLrBhuZh1 Zy4adbKKkll1 FySYow 0-0-0 7-8-8 5 10-6-4 17 0 0 20-4-8 26-4-0 34-0-0 35-0-0 1-0-0 75 2-9-15 6-5-12 �3-4-8 5-11-8 7 8-0 1 OA Scale=1:61.2 I a 4.00 12 5x8 6 2x3 11 2x3 11 7 4x6% 3x6 5 8 3x4 2x3� 4 3 9 14 10 11 N In N1 2 5x12 MT18HS= Ira 0 0 13 12 5x12= 2x3 I 3x6= 3x10= 2.00 12 10-6-4 20-4-8 26-4-0 34-0-0 10-6-4 9-10-4 5-11-8 7-8-0 Plate Offsets(X Y)— f2'0-2-2 0-0-71 f4:0-3-0 Edgel LO�DING(psf) SPACING- 2-0-0 CSI. DEFL. in poc) Vdefl L/d PLATES GRIP TCL�L 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.74 14 >553 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.48 13-14 >275 240 MT18HS 244/190 BCIiL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(TL) 0.43 10 n/a n/a BCDIL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:154 lb FT=0% 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 BOT CHORD Rigid ceiling directly applied or 4-3-11 oc bracing. WEBS 2x4 SP No.3'Except' WEBS 1 Row at micipt 6-14 6-14:2x4 SP M 30 REACTIONS. (lb/size) 2=1297/0-8-0,10=1327/0-8-0 Max Horz2=179(LC 7) Max Uplift2=-795(LC 8),10=-812(LC 8) FOR, (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TO CHORD 2-3=5402/3080,3-4=-5047/2830,4-5=5005/2833,5-6=-5093/2947,6-7=2352/1498, 7-8=-2330/1420,8-9=-2383/1406,9-10=-2979/1705 BOT CHORD 2-14=-2837/5142,13-14=-990/2054,12-13=-1496/2765,10-12=-1496/2765 WEBS 3-14=-342/309,5-14=297/306,6-14=-1796/3265,6-13=-246/514,7-13=-259/242, 9-13—634/426 NOTES- 1)1 nbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.opsf;h=14ft;B=521t;L=34ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 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)Bearing at joint(s)2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. ,7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 795 lb uplift at joint 2 and 812 lb uplift at joint 10. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I ®!WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIi-7473 rev.1010312015 BEFORE USE. Design valid for use oNy with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,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 62'Grand Carlton III with porch T9680956 M1132i A6 SPECIAL 1 1 Job Reference o tional Chambers Truss, Fon Pierce,FL 7.640 s Apr 19 2016 MiTek Industrias, Inc. Mon Oct 17 10:40:04 2016 Pagel ID:2GIScwwyY5hnGhXVARzUkuyuFUM-6xJj9uT1 KmfxNJdBM3MNE56scyHtJ?2UZOVsZhySYQv 1-0- 8-11-11 16-0-0 18-0-0 20-4-8 25-11-15 34-0-0 5-0- 10 8-11-11 7-0-5 2-0-0 2-4-5 5-7-7 8-0-1 -0-0 j Scale:3/16°=1' 4.00 12 6x8= 5x6= 5 6 2x3 3x4 5x6 W B- 5x6 34 78 N I N 14 9 10 n I N1 2 5xl2 MT18HS= 13 I� 6 3x4= 12 11 5x6= 2x3 11 3x6 3x10=_ 2.00 F12 10-6-4 15-0-0 16-0-0 20-4-8 25-11-15 34-0-0 10-6-4 4-5-12 1-0-0 4-4-8 5-7-7 5-0-1 Plate Offsets(X Y)— f2'0-2-2 0-0-71 (3:0-3-0 Edgel (5:0-4-0 0-2-31 f7:0-2-7 Edgej LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.68 14 >601 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -1.13 14-17 >362 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress[nor YES WB 0.79 Horz(TL) 0.41 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:156lb FT=0% LUMBER- BRACING- TO CHORD 2x4 SP M 30'Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 3-5:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-4-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3`Except' 5-14:2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1298/0-6-0,9=1326/0-8-0 Max Horz2=169(LC 7) Max Uplift2=796(LC 8),9=-811(LC 8) FOR, (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TO CHORD 2-3=-5374/3073,3-4=-5240/3075,4-5=-4981/2826,5-6=2255/1421,6-7=-2312/1390, 7-8=-2320/1368,8-93010/1736 BOT CHORD 2-14=-2825/5111,13-14=1110/2301,12-13=-1043/2141,11-12=-1528/2799, 9-11=1528/2799 WEBS 4-14=487/484,5-14=1581/2900,5-13=-402/185,6-13=-166/517,8-12—764/537, 8-11=0/257 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;_BCDL=3.Opsf;h=14ft;B=52ft;L=34ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);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. 7)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. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 796 lb uplift at joint 2 and 811 lb uplift at Joint 9. 9)'ISemi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I ®;WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MITekCO 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' B 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 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 7Qty7PIy762'=r.nnalo T9680957 M1132i A7 SPECIAL Jo Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:05 2016 Page 1 I D:W SJgpGwal Ppeur6hk9 UjG5yuFUL-a7t5N ETf53no?TCNwmtcnJfOEMeV2Pl dnl EP58ySYQu ^ �1-0 8-10-10 14-0-0 20-0-0 25-11-is 34-0-0 35.0- -0-0 8-10-10 5-1-6 6-0-0 5-11-15 8-0-1 1-0-0 Scale=1:62.3 I 5x10= 5x6= 4.00 12 4 5 2x3 3x4 3 6 I 2 11 7 8 N C r11 5x12 MTI BHS= I 6 d 10 9 0 5x12= 2x3 I( 4x5= 3x10= 2.00 12 10-6-4 14-0-0 20-4-8 25-11-15 34-0-0 10-6-4 3-5-12 6-4-8 5-7-7 8-0-1 Plate Offsets(X Y)-- f2'0-2-2 0-0-71 (4:0-5-0 0-1-131 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCL,L 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.66 11 >623 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -1.40 10-11 >291 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.41 7 n/a n/a BC L 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:147lb FT=0% LUMBER- BRACING- TOF CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1297/0-8-0,7=1327/0-8-0 Max Horz2=-149(LC 6) Max Uplift2=-795(LC 8),7=-812(LC 8) FOR, (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-5357/3035,3-4=4993/2805,4-5=-2157/1368,5-62364/1410,6-7=-2960/1697 BOT CHORD 2-11=2785/5096,10-11=1430/2801,9-10=1486/2746,7-9=1486/2746 WE 3-11=-412/418,4-11=-1327/2588,4-10—810/415,5-10=-166/455,6-10=-636/444 NU ES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft;L=34ft eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);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)`1 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)2 considers parallel to grain value using ANSVTPI 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 795 lb uplift at joint 2 and 812 lb uplift at joint 7. ,9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I ®�WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-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 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,seeANSf/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parka 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 Fply �62'Grand Carlton IIIwith porchT9680956M1132 AB SPECIAL 1 ob Reference o tional Chambers Truss, Fort Pierce,FL - 7.640 s Apr 19 2016 Mi I ek Industries,Inc. Mon Oct 17 I VAU:07 2016 Page 1 ID:WSJgpGwalPpeur6hk9UjG5yuFUL-XW?sovVwdhl W EmMl2Bw4skkNSAK2WNRwFLjWAOySYQs q 8-8-4 12-0-0 15-8-4 20-4-8 22-0-0 i 24-8-12 34-0-0 35-0-0 1-0-0 8-8-4 3-3-12 3-8-4 4-8-4 1-7-8 2-8-12 9-3-4 1-0-0 i Scale=1:62.2 ' I 5x6= 3x4 2x3 11 4x8= = 4.00 12 4 20 5 6 21 7 2x3 2x3 8 3 I N , 1 O 13 9 10 t2 I� �1 2 5x12 MT18HS= ES Ire of o 12 11 5x12= 3x4= 4x6— 3x10= 2.00 12 10-6-4 20-4-8 22-0-0 34-" 10-641 9-10-4 1-7-8 12-0-0 Platte Offsets(X Y)-- j2:0-2-2 0-0-7j I7:0-5-8 0-2-41 (9:0-2-6 Edgef LOdDING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.64 12-13 >642 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.36 12-13 >301 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(TL) 0.39 9 n/a n/a BC L 10.0 Code FBC20141TP12007 (Matrix-M) Weight:154Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1292/0-8-0,9=1332/0-8-0 Max Horz 2=129(LC 7) Max Uplift2=794(LC 8),9=-813(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TO i CHORD 2-3—5337/3033,3-4=-4970/2788,4-20=3 =801/2193,5-20 3801/2193,5-6=-2464/1521, 6-21=-2472/1529,7-21=-2472/1529,7-8=2492/1487,8-9_2808/1655 BOT CHORD 2-13=-2785/50781 12-13=1698/3180,11-12—1158/2331,9-11=-1432/2593 WEBS 3-13=389/395,4-13=895/1665,5-13=-291/796,5-12=-894/538,7-12_303/452, 7-11=-228/474,8-11=-408/405 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52fh L=34ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);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. 7)Bearing at joint(s)2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. J3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 794 lb uplift at joint 2 and 813 lb uplift at joint 9. 9)';Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i I ,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.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 Iva 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 Jab I Truss Truss Type city Ply 62'Grand Carlton III with porch T9680959 M1132I A9 HIP 1 1 Job Reference o floral Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:08 2016 Page 1 I D:_etCl cxC3ixVV?huls?ypJyuFU K-?iZE?FWYO_9MswxybvRJOxHgpalH FnB4U?T3iSySYOr 1�� 6 7 15 10-0-0 15-2-14 20.4-0 24-0-0 27-4-1 34-0-0 T.5-0-0 '1-0-0 6-7-15 3-4-1 5-2-14 5-1-2 3-8-0 3-4-1 6-7-15 �1-0-0 I Scale=1:60.1 44= 2x3 11 4x8= 4.00 12 3x4= 4 22 5 6 23 7 2x3 2x3 3 8 N n ci N1 2 9 10 o I6 o 15 14 13 12 11 3x5= 3x8= 3x6= 6x8 3x6= 3x4= 3x5= 10-0-0 20-4-0 24-0-0 34-0-0 10-0-0 10-0-0 3-8-0 10-0-0 Plate Offsets(X Y)-- (2:0-2-8 Edge],i7:0-5-4 0-2-01 [9:0-2-2 Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TC LIL 20.0 Plate Grip DOL 1.25 TC 0.24 i Vert(LL) -0.17 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.42 13-15 >574 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(TL) 0.02 13 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight:156lb FT=0% 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 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=687/0-8-0,9=382/0-8-0,13=1554/0-8-0 Max Horz 2—109(LC 6) Max Uplift2=441(LC 8),9=-262(LC 8),13=-904(LC 8) Max Grav2=709(LC 17),9=420(LC 18),13=1554(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(1b)or less except when shown. TO�CHORD 2-3=-1196/685,3-4=-874/475,4-22=797/472,5-22=-797/472,5-6=369/747, 6-23—369/747,7-23=-369/747,7-8=-78/269,8-9=-295/175 BOT CHORD 2-15—543/1091,14-15=-39/316,13-14=-39/316,12-13=-245/259,11-12=245/259 WIS 3-15=-349/338,5-15=-256/615,5-13=-1162/752,6-13=-260/229,7-11=-156/325, 8-11—387/359,7-13=-762/448 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;8=52ft;L=34ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);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)j 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 441 lb uplift at joint 2,262 lb uplift at joint 9 and 904 lb uplift at joint 13. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i 0 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MrTEK 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 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 bracing of trusses and truss systems,seeANSI/TPI1 Quality Crileria,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 I � Job Truss Truss Type Qty Ply 62'Grand Carlton III with porch - T9680960 M1132I GRA HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:09 2016 Page 1 I D:_etCl cxC3ixVV?huls?ypJyuFUK-Tv7cDbW A91 H D U4W 89cyYx9pg Dz6A_CfDifCdEvySYQq r1 0 Q 8-0-0 11-1-1 17.0-0 18-6-0 i 22-2-2 26-0-0 34-0-0 35.0-Q j. 1-0-0 8-0-0 3-1-1 5-10-15 1-6-0 3-8-2 3-9-14 8-0-0 1-0-0r Scale=1:62.3 TOP CHORD MUST BE BRACED BY END JACKS, THIS COMPONENT IS TO BE USED IN ROOF DIAPHRAGM,OR PROPERLY CONNECTED CONJUNCTION WITH A RIGID DIAPHRAGM. PURLINS AS SPECIFIED. 44= THIS DIAPHRAGM MUST BE CAPABLE OF TRANSFERRING ROOF LOADS TO THE GROUND 11 14 WITH NEGLIGIBLE LATERAL DEFLECTIONS. 9 7x10% 6 17 6x10 4.00 F12 4 3x6 19 3 - 13 16 Sx 21 70 10 N N ' N1 2. :���221:! 23 N rl Im 29 28 27 26 25 24 3x6 II 3x6= 6x8= 3x6= 6x8= 4x4= 3x5= 6x8= 8-0-0 11-1-1 18-6-0 26-0-0 i 34-0-0 8-0-0 3-1-1 7-4-15 7-6-0 8-" Plate Offsets(X Y)-- 13:0-3-8 Edge) f21:0-3-8 Edge],(24:0-3-8 0-3-0),f27:0-3-8,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.10 24-35 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.19 24-26 >987 240 BCLL 0.0 Rep Stress Incr Na WB 0.96 Horz(TL) 0.02 22 n/a n/a BC L 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:194Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc purlins. Except: BOT CHORD 2x4 SP M 30 1 Row at midpt 8-21 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s):7,8,19,17,14 REACTIONS. All bearings 0-8-0. (lb)- Max Horz2=179(LC 7) Max Uplift All uplift 100 lb or less at joint(s)except 2=376(LC 8),27=1146(LC 8),26=-1470(LC 8),22=-646(LC 8) Max Grav All reactions 250 lb or less at joint(s)except 2=527(LC 13),27=2197(LC 13),26=2894(LC 14), 22=1015(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOf�CHORD 2-3=-561/338,3-5=-306/839,5-7=-584/1206,7-8=-584/1206,8-10=-584/1206, 10-12=-584/1206,12-13=-584/1206,13-15=-584/1206,15-16=-584/1206, 16-18=-584/1206,18-20=2121/1203,20-21=-2121/1203,21-22=2176/1197, 4-6=-173/256,6-9=134/313,9-11=-1 14/371,11-14=200/419,14-17-102/280, 19-21=151/268 BOT CHORD 2-29=195/591,28-29-143/463,27-28=143/463,26-27=772/440,25-26=-393/630, 24-25=-393/630,22-24=-1014/2010 WEBS 3-29=457/1105,3-27=-16431836,5-27=-769/636,5-26=-537/346,13-26=934/608, 18-26-2360/1437,18-24=-782/1690,21-24=-38/353,4-5=-618/520,19-20=342/310, 14-15=549/402 i NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft;L=34ft eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)P,rovide adequate drainage to prevent water ponding. 4)All plates are 2x3 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. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 376 lb uplift at joint 2,1146 lb uplift at joint 27,1470 lb uplift at joint 26 and 646 lb uplift at joint 22. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used In the analysis and design of this truss. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)967 lb down and 461 lb up at 26-0-0,and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11),in the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). S S Standard WARNING-Vedl y destgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1F7473 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 MT-ek" 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 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 62'Grand Carlton III with porch T9680960 M1132I GRA HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:09 2016 Page 2 i I D:_etC1 cxC3ixVV?huls?ypJyuFUK-Tv7cDbW A91 H D U4W 89cyYx9pg Dz6A_CtDifCdEvySYQq I LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-3=54,21-23=-54,29-30=-20,24-29=-47(F=-27),24-33=20,3-11=-1 26(F=-72),11-21=126(F=-72) Concentrated Loads(lb) Vert:29—641(F)24=641(F) - i ®'WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 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 `.Yp 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 oNy.Additional temporary and permanent bracing 'Mffek' Is always required 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/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 62'Grand Carlton III with porch T9680961 M1132i GRB HIP 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:09 2016 Page 1 I I D:SrRaEyyrgO4M78G4raW BLW yuFUJ-Tv7cDbWA91 H D U4W 89cyYxgpiuz4F_CM DifCd EvySYQq Ir1 0 Q 8-0-0 13-8-0 17-0-0 20-4-0 26-0-0 34-0-0 35-0-0 1-0-0 8-0-0 5-8-0 3-41 3-4-0 5-8-0 8-0-0 �1-0-0' Scale=1:60.1 5x8 MT18HS= 4x10= 5x8 MT18HS= 4.00 12 2x3 11 4x6= 2x3 11 3 23 4 5 6 7 24 8 ' N N N1 2 9 Im 16 15 14 13 12 11 4x5= 3x6 11 46— 6x10= 6x10= 4x6= 3x6 II 4x5— 8-0-0 13-8-0 20-4-0 26-" 34-0-0 8-0-0 - 5-8-0 6-8-0 5-8-0 8-0-0 Plate Offsets(X Y)-- f2'0-2-2 Edgelf3:0-5-4 0-2-81 f5:0-3-0 Edgelf8:0-5-4 0-2-81 f9:0-2-2 Edgel LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.16 16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.27 14-16 >912 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:153lb FT=O%. LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-8-1 oc bracing. WEBS 2x4 SP No.3`Except` WEBS 1 Row at midpt 8-13,6-13 4-14,7-13:2x6 SP No.2 REACTIONS. (lb/size) 2=1296/0-8-0,13=3993/0-6-0,9=510/0-8-0 Max Horz 2=-90(LC 6) Max Uplift2=871(LC 8),13—2549(LC 8),9=369(LC 8) Max Grav2=1479(LC 13),13=4684(LC 15),9=563(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TO�CHORD 2-3=3514/1878,3-23=2062/1226,4-23=2062/1226,4-5=-2062/1226,5-6=-2062/1226, 6-7=-1265/2545,7-24=1265/2545,8-24=1265/2545,B-9=-692/331 BOT CHORD 2-16=-1655/3336,15-16=-1676/3398,14-15=-1676/3398,12-13=246/658, 11-1 2=-246/658,9-11=-225/595 WEBS 3-16=402/1155,3-14=1431/700,4-14=-847/699,7-13=886/720,8-13=-3505/1836, 8-11=403/1157,6-14=1431/2780,6-13=-3151/1776 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft;L=34ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);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)1.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 tali 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 871 lb uplift at joint 2,2549 lb uplift at joint 13 and 369 lb uplift at joint 9. 8)',Semkrigid pitchbreaks Including heels"Member end fixity model was used In the analysis and design of this truss. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)967 lb down and 461 lb up at 26-0-0,and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s)Is the responsibility of others. 10)I In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOI D CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,3-8=-131(F=77),8-10=54,16-17=20,11-16=-49(F=-29),11-20=20 l ®j WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED M1rEK 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 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/TPI1 Quality Criterla,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 i I Job Truss Truss Type Qty P762'Granfd Carlton III with porch T9680961 M1132i GRB HIP 1 Reerence(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:10 2016 Page 2 I D:SrRaEyyrg04M78G4raW BLWyuFUJ-x5h_QxXowcP45E5KjJTnUMMteNQUjfcMxJyAnLySYQp • i LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:16=-641(F)11=-641(F) I I i ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MIF7473 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 IY9f i�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 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 i I Job I Truss 71"uIss, Type Qty Ply 62'Grand Carlton III with porch T9680962 M11323 J2 TRUSS 8 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:10 2016 Page 1 I D:xl?zS IzTbJCDIIrGPH 1 QukyuFU I-x5h_QxXowcP45E5KjJTnUMM21NYlj uxMxJyAnLySYQp • -1-0-0 2-0-0 1-0-0 2-0-0 Scale=1:7.9 3 4.00 12 2 1 4 3x4= 2-0-0 2-M LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DO 1.25 BC 0.04 Vert(TL) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(fL) 0.00 2 n/a rUa BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:8 lb FT=0% LUMBER- BRACING- TOP, CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=37/Mechanical,2=14310-8-0,4=21/Mechanical Max Horz2=67(LC 8) Max Uplift3=-30(LC 8),2=-131(LC 8),4=-3(LC 5) Max Grav3=37(LC 13),2=143(LC 1),4=29(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14fh B=5211;L=34fh eave=6ft;Cat.II; xp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'IThis 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 30 lb uplift at joint 3,131 lb uplift at joint 2 and 3 lb uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. . I ®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 Indlvidual 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 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 I FJob_� Truss Truss Type Qty Ply 62'Grand Carlton III with porch T9660963 323 J4 MONO TRUSS 8 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10A0:10 2016 Page 1 I D:P DYLfd_5MdK4MSQTz?ZfRxyuFU H-x5h_QxXowcP45E5KjJTnUMMOdN W ej uxMxJyAnLYSYQp • -1-0-0 4-0-0 1-0-0 4-0-0 Scale=1:11.2 ' 3 4.00 F12 2 1 4 3x4= 4-" 4-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TC LIL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DO 1.25 BC 0.17 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight:14 lb FT=0% LUMBER- BRACING- TOIO, CHORD 2x4 SP NO.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=79/Mechanical,2=229/0-8-0,4=39/Mechanical Max Horz 2=104(LC 8) Max Uplift3=75(LC 8),2=-171(LC 8),4=-2(LC 8) Max Grav3=79(LC 1),2=229(LC 1),4=60(LC 3) FORCES.CES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft;L=34ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*1 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 75 lb uplift at joint 3,171 lb uplift at joint 2 and 2 lb uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I i ®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 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 Wilding 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 inns systems,seeANSI/TPI1 Quality Criterla,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Salety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type City Ply �62' �CafltonI with porchT9680964 M1132 J6 MONO TRUSS 8 tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10A0:11 2016 Page 1 I D:tP6jtz-j7xSx_c_fXi4uz9yuFUG-P HEMdHYQgvXxjOgXH i_10av6FnozSLAW AzhkJnySYQo 6-0-0 1-0-0 6-0-0 Scale=1:14.8 3 4.00 12 I 2 1 4 3x4= 6-0-0 6-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.04 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(IL) -0.09 4-7 >790 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a rda BC-DLL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:20 lb FT=0% 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=120/Mechanical,2=321/0-8-0,4=54/Mechanical Max Horz2=142(LC 8) Max Uplift3=-117(LC 8),2=-218(LC 8) Max Grav3=120(LC 1),2=321(LC 1),4=89(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;13=5211t;L=34ft;eave=6ft;Cat.II; Oxp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed fora 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 117 lb uplift at joint 3 and 218 lb uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-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 'Mffek" 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 Qty Ply 62'Grand Carlton III with porch T9680965 M11323 J8 MONO TRUSS 20 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:11 2016 Page 1 I D:tP6jtz_7xSx_c_fXi4uz9yuFUG-P HEMdHYQgvMOgXH t_1 Oav9TniQSLAW AzhkJnySYQo ' -1_0-0 8-0-0 1-o-0 8-0-0 Scale=1:17.7 3 4.00 12 uy� 2 j C1 1 ci 4 I 3x4= 8-0-0 8-0-0 Plate Offsets(X Y)-- f2'0-1-2 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (for) Udefl L/d PLATES GRIP TC LIL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.10 4-7 >972 360 MT20 244/190 TCDL 7.0 Lumber DO 1.25 BC 0.78 Vert(TL) -0.27 4-7 >350 240 BCLL 0.0 Rep Stress Incr YES NI 0.011 Horz(TL) 0.01 2 n/a r1/a BCDL 10.0 Code FBC2014fFP12007 (Matrix-M) Weight:26 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-4 oc purlins. 137 CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=164/Mechanical,2=411/0-8-0,4=68/Mechanical Max Horz2=180(LC 8) Max Uplift3=-160(LC 8),2=265(LC 8) Max Grav3=164(LC 1),2=411(LC 1),4=118(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft;L=34ft;eave=6ft;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 160 lb uplift at joint 3 and 265 lb uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I I I r.� ®(WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.f070372015 BEFORE USE. Design valid for use only with MITekrO 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 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 62'Grand Carlton III with porch T9680966 M11323 KJ8 MONO TRUSS 4 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10A0:11 2016 Page 1 ID:Lcg54J?LuEancmZr4Qb7WMyuFUF-PHEMdHYQgvXxjOgXH1_10avAingZSFRWAzhkJnySYQo -1-5-0 7-3-4 11-3-0 1-5-0 7-3-4 3-11-12 Scale=1:20.8 4 2.83 12 3x4 3 2- 7 6 3x4= 2x3 15 3x4= 7-3-4 11-M 7-3-4 3-11-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TC LIL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.05 7-10 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.11 7-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.43 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:44 lb FT=0 LIJ NBER- BRACING- TO�CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BO CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=207/Mechanical,2=482/0-11-5,6=556/Mechanical Max Horz2=244(LC 8) Max LIplift4=-207(LC 8),2=-312(LC 8),6=-277(LC 8) Max Grav4=250(LC 13),2=482(LC 1),6=574(LC 13) FOR, (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP, CHORD 2-3=-1090/498 BOT CHORD 2-7=-662/1072,6-7=662/1072 WEBS 3-7=0/309,3-6—1 1771727 NOTES- 1)Wind:ASCE 7-10;Vuit=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52fh L=34ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)ria 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 207 lb uplift at joint 4,312 lb uplift at joint 2 and 277lb uplift at joint 6. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard `1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) j Vert:1-2=54 liirapezoidal Loads(plf) Vert:2=0(F=27,B=27)-to-4=-152(F=49,B=-49),8=0(F=10,B=10)-to-5=-56(F=18,B=-18) i ®WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. MMM 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 p�rT building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi eW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding The fatiric_tlon,storage,delivery,erocfion and bracing of Trusses and truss systems,7,ANSI/TPl1 9uallty Criteria,DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety Information available from Truss Plate Institute,218 N.Lee street,suite 312,Alexandria,V 22314. Tampa,FL 33610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1, Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See SCSI. 1 c1-2 c2-3 2. Truss bracing must be designed by an engineer.For O-/1 dr wide truss spacing,individual lateral braces themselves Q WEBS cs� 4 may require bracing,or alternative Tor I c � p � bracing should be considered. O 2 = U �> y��1 3 O p � = 3. Never exceed the design loading shown and never C) �a U stock materials on Inadequately braced trusses. 00 a- 4. Provide copies of this truss design to the building For 4 X 2 Orientation, locate c�-s cs6 designer,erection supervisor,property owner and plates 0-1/0 from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5, Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. "Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC-ES Reports use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 X 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.lumber used shall be of the species and s¢e,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing Indicated on design. if indicated, Lumber design values are in accordance with ANSI/TPI 1 14 Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek@ All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. , 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19,Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone snot sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with ____________ __Guide_to_Good_P_ractice_for-Handling, _ _ _ ____ ANSI/TPI 1 Quality_Criteria, Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet:Mll-7473 rev. 10/03/2015