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~' ...,OFFICE USE ONLY: DATE FII;EI''= REVISION FEE: PERMIT # RECEIPT # SCANNED BY ST. LUCIE COUNTY t /L-ucie County PUBLIC WORKS DEPARTMENT CODE COMPLIANCE DIVISION 2300 VIRGINIA AVENUE " FORT PIERCE, FL 34982-5652 7 r_ (772) 462-1553 4w APPLICATION FOR BUILDING PERMIT REVISIONS PROJECT INFORMATION 1. LOCATION/SITE ADDRESS: c� 2. DETAILED DESCRIPTION OF PROJECT REVISIONS: \cL - 3. CONTRACTOR INFORMATION: ST. of FL REGJCERT. # _CGC0 3 5 9 9 ST. LUCIE CTY. CERT. #. 0 8 8 9 8 BUSINESS NAME- Wynne Development Corporation QUALIFIERS NAME: Matthew Lyle Wynne ADDRESS: 8000 South U.S. Hwy. 1 Suite 402 CITY: Port St. Lucie STATE: FL. ZIP: 34992 PHONE (DAYTIME): (7 7 2) 8 7 8- 5 51 3 FAX: (7 7 2) 8 7 8- 7 6 5 6 4. OWNER/BUILDER INFORMATION: r NAME: Wynne Building Corporation ADDRESS: 8000 South U.S. Hwy. 1 Suite 402 CITY: Port St. Lucie STATE: FL. ZIP: '14957 PHONE/CELL: (772)878-5513 FAX: (772)878-7656 5. ARCHITECT/ENGINEER INFORMATION: NAME: Braden & Braden ADDRESS: 417 Coconut Ave. CITY: Stuart STATE: PHONE (DAYTIME): 7- 8 2 5 8 a FL. ZIP: 14996 N MIN, SETBACK REQ, SIDES Li tiA CNRSIDd i 4 REAR ZNG. i }! 7'' - 4i �� ' D 0161 ILL! i Z -3 9 5_0 C_ s4 0 c_tA Z t Vt., 0 1, Ull�ll ILI, p p 1/ 10 __ , 24/.o3-5- Z e- 'i e- /' 'K A 14 /-'- v\-Ato, f FORM 1100A-08 o , FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Performance Method A Project Name: WYNNECARLETON61 ^ ( Street: ��jQ�� �C1� Builder Name: Permit Office: "FOILE City, State, Zip: PORT ST. LUCIE , FL, - Permit Number: COPY Owner: Jurisdiction: Design Location: FL, ST_LUCIE_CO_INTL 1. New construction or existing New (From Plans) 9. Wall Types (1572.9 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=13.0 1096.90 ft2 b. Concrete Block - Int Insul, Exterior R=5.0 260.00 ftZ 3. Number of units, if multiple family 1 c. Concrete Block - Int Insul, Exterior R=11.0 216.00 ft2 4. Number of Bedrooms 2 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types (:1670.0 sqft.) Insulation Area 6. Conditioned floor area (ft2) 1670 a. Under Attic (Vented) R=30.0 1670.00 ft2 b. N/A R= ft2 7. Windows(156.0 sqft.) Description Area c. N/A R= ft2 a. U-Factor: Sgl, default 126.00 ft2 SHGC: Tinted, default 11. Ducts b. U-Factor: Dbl, default 30.00 ft2 a. Sup: Attic Ret: Attic AH: Attic Sup. R= 6, 40 ft2 SHGC: Tinted, default 12. Cooling systems c. U-Factor: N/A ft2 a. Central Unit Cap: 34.0 kBtu/hr SHGC: SEER: 14 d. U-Factor: N/A ft2 13. Heating systems SHGC: a. Electric Heat Pump Cap: 34.0 kBtu/hr e. U-Factor: N/A ft2 HSPF: 8.4 SHGC: 14. Hot water systems 8. Floor Types (1670.0 sqft.) Insulation Area a. Electric Cap: 40 gallons a. Slab -On -Grade Edge Insulation R=0.0 1670.00 ft2 EF: 0.9 b. N/A R= ft2 b. Conservation features c. N/A R= ft2 None 15. Credits CIF Total As -Built Modified Loads: 30.06 Glass/Floor Area: 0.093 PASS Total Baseline Loads: 35.24 I hereby certify that the plans and specifications covered by Review of the plans and STq?F this calculation are in compliance with the Florida Energy specifications covered by this 04rtfIE Code. calculation indicates compliance { ' with the Florida Energy Code. mr,,.:.: '�.• `'��,� P R E P A q�NB Before construction is completed s DATE: ` this building will be inspected for 0 compliance with Section 553.908 * �' I hereby certify that this builtlin , as desi in compliance lorida Statutes. ✓,� 5� COB with the Florida Energy Code. W-6 OWNER7j BUILDING OFFICIAL: DATE: ! � } J a l f f> 1 5/16/2011 3:16 PM EnergyGauge® USA - FlaRes2008 Page 1 of 5 PROJECT Title: WYNNECARLETON61 Bedrooms: 2 Adress Type: Street Address Building Type: FLAsBuilt Conditioned Area: 1670 Lot # Owner: Total Stories: 1 Block/SubDivision: # of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: Permit Office: Cross Ventilation: No County: ST. LUCIE Jurisdiction: Whole House Fan: No City, State, Zip: PORT ST. LUCIE , Family Type: Single-family FL , - New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, ST_LUCIE_CO_INTL FL_ST_LUCIE_CO_INTL 2 39 90 75 70 722 58 Medium FLOORS # Floor Type Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio 127.7 ft 0 1670 ft2 0 0 1 ROOF Roof Gable Roof Solar Deck # Type Materials Area Area Color Absor. Tested Insul. Pitch 1 Hip Composition shingles 1760 ft2 0 ft2 Medium 0.85 N 0 18.4 deg ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1670 ft2 N N CEILING # Ceiling Type R-Value Area Framing Frac Truss Type 1 Under Attic (Vented) 30 1670 ft2 0.1 Wood WALLS Cavity Sheathing Framing Solar # Ornt Adjacent To Wall Type R-Value Area R-Value Fraction Absor. 1 N Exterior Concrete Block - Int Insul 13 119 ft2 0 0 0.8 2 N Exterior Concrete Block - Int Insul 5 160 ft2 0 0 0.8 3 E Exterior Concrete Block - Int Insul 13 439.2222 0 0 0.8 4 E Exterior Concrete Block - Int Insul 5 100 ft2 0 0 0.8 5 S Exterior Concrete Block - Int Insul 13 124 ft2 0 0 0.8 6 SW Exterior Concrete Block - Int Insul 13 34 ft2 0 0 0.8 7 W Exterior Concrete Block - Int Insul 13 380.6666 0 0 0.8 8 Exterior Concrete Block - Int Insul 11 216 ft2 0 0 0.8 5/16/2011 3:16 PM EnergyGauge® USA - FlaRes2008 Page 2 of 5 DOORS # Ornt Door Type Storms U-Value Area 1 2 3 E S - Wood None 0.6 Wood None 0.6 Wood None 0.39 21 ft2 21 ft2 16.25 ft2 WINDOWS Orientation shown is the entered, asBuilt orientation. # Ornt Frame Overhang Panes NFRC U-Factor SHGC Storms Area Depth Separation Int Shade Screening 1 2 3 4 5 N Metal N Metal E Metal S Metal W Metal Double (Tinted) No 0.87 0.55 N 30 ft2 1 ft 0 in 0 ft 6 in Single (Tinted) No 1.3 0.64 N 60 ft2 1 ft 0 in 0 ft 6 in Single (Tinted) No 1.3 0.64 N 40 ft2 1 ft 0 in 0 ft 6 in Single (Tinted) No 1.3 0.64 N 20 ft2 1 ft 0 in 0 ft 6 in Single (Tinted) No 1.3 0.64 N 6 ft2 1 ft 0 in 0 ft 6 in HERS 2006 HERS 2006 HERS 2006 HERS 2006 HERS 2006 None None None None None INFILTRATION & VENTING V Method ---- Forced Ventilation -- SLA CFM 50 ACH 50 ELA EgLA Supply CFM Exhaust CFM Run Time Fraction Fan Wafts Default 0.00036 1577 7.08 86.6 162.8 0 cfm 0 cfm 0 0 GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 382.8 ft2 382.8 ft2 64 ft 8 ft 1 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Ducts 1 Central Unit None SEER: 14 34 kBtu/hr cfm 0.85 sys#1 HEATING SYSTEM # System Type Subtype Efficiency Capacity Ducts 1 Electric Heat Pump None HSPF: 8.4 34 kBtu/hr sys#1 HOT WATER SYSTEM # System Type EF Cap Use SetPnt Conservation 1 Electric 0.9 40 gal 50 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Cert # Company Name System Model # Collector Model # Area Storage Volume FEF None None ft2 5/16/2011 3:16 PM EnergyGauge@ USA - FlaRes2008 Page 3 of 5 DUCTS V --- Supply ---- ---- Return ---- Air Percent # Location R-Value Area Location Area Leakage Type Handler CFM 25 Leakage QN RLF 1 Attic 6 40 ftZ Attic 24 ftz Default Leakage Attic (Default) (Default) % TEMPERATURES Programable Thermostat: N Ceiling Fans: Cooling X Jan X Feb Mar (X (X Apr X May Jun Jul Aug Xj Sep Oct Nov `X] Dec Heating X Jan Feb XMar �Xj Apr May �XXJ Jun jXXjJul XAug IXj Sep JXXJOct jXXj Nov lX] Dec Venting X Jan lX X Feb X Mar X Apr X May lX� X Jun X Jul X Aug lX] [XI Sep X Oct X Nov [XI Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 68 68 68 68 68 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 68 68 Heating (WEH) AM 68 68 68 68 68 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 68 68 5/16/2011 3:16 PM EnergyGauge® USA - FlaRes2008 Page 4 of 5 t � FORM 11,00A-08 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: PERMIT #: PORT ST. LUCIE, FL, - rIN n INFILTRATION REDUCTION COMPLIANCE CHECKLIST to II tm COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTIC 117 CHECK Exterior Windows & Doors I N1106.AB.1.1 Maximum:.3 cfm/sq.ft. window area; .5 cf /s . door area. Exterior & Adjacent Walls N1106.AB.1.2 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at corners- utility penetrations; between wall panels & top/bottom plates; between walls and floor. i EXCEPTION: Frame walls where a continuous infiltration barrier is j installed that extends from, and is sealed to, the foundation to the top plate. Floors i I N1106.AB.1.2 Penetrations/openings > 1/8" sealed unless backed by truss or I joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the erimeter; penetrations and seams. Ceilings N1106.AB.1.2 Between walls & ceilings; penetrations of ceiling plane to top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures N1106.AB.1.2 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC with < 2.0 cfm from conditioned space, tested. Multi -story Houses N1106.AB.1.2 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts N1106.AB.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters N1112.AB.3 Comply with efficiency requirements in Table N1112.ABC.3 Switch or clearly marked circuit breaker (electric) or cutoff (gas) must be provided. External or built-in heat trap required. Swimming Pools & Spas N1112.AB.2.3 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Heat pump pool heaters shall have a minimum COP of 4.0. Shower heads N1112.AB.2.4 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems N1110.AB All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated and installed in accordance with the criteria of Section N1110.AB. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls N1107.AB.2 Separate readily accessible manual or automatic thermostat for each system. Insulation N1104.AB.1 Ceilings -Min. R-19. Common wally -frame 1 0 ��R�.. tiolh -w (".-I N1102.6.1.1 sides. Common ceiling & floors.R;11tt:"_,rf I ; 5/16/2011 3:16 PM EnergyGauge® USA - RaRes2008, �c ; } -s F f1`>age1`5 iof 5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 85 The lower the EnergyPerformance Index, the more efficient the home. , PORT ST. LUCIE, FL, - 1. -New construction or existing New (From Plans) 2. Single family or multiple family Single-family 3. Number of units, if multiple family 1 4. Number of Bedrooms 2 5. Is this a worst case? No 6. Conditioned floor area (ft2) 1670 7. Windows- Description Area a. U-Factor: Sgl, default 126.00 ft2 SHGC: Tinted, default b. U-Factor: Dbl, default 30.00 ft2 SHGC: Tinted, default c. U-Factor: N/A ft2 SHGC: d. U-Factor: N/A ft2 SHGC: _e. U-Factor: N/A ft2 SHGC: 8. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 1670.00 ft2 b. N/A R= ft2 c. N/A R= ft2 9. Wall Types Insulation a. Concrete Block - Int Insul, Exterior R=13.0 b. Concrete Block - Int Insul, Exterior R=5.0 c. Concrete Block - Int Insul, Exterior R=11.0 d. N/A R= 10. Ceiling Types Insulation a. Under Attic (Vented) R=30.0 b. N/A R= c. N/A R= 11. Ducts a. Sup: Attic Ret: Attic AH: Attic Sup. R= 6, 40 ft2 12. Cooling systems Py Area 1096.90 ft2 260.00 ft2 216.00 ft2 ft2 Area 1670.00 ft2 ft2 ft2 a. Central Unit Cap: 34.0 kBtu/hr SEER: 14 13. Heating systems a. Electric Heat Pump 14. Hot water systems a. Electric b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card ' be completed based on installed Code compliant features. __,,o _/ Cap: 34.0 kBtu/hr HSPF: 8.4 Cap: 40 gallons EF: 0.9 CF 04 TyiE STq 13tWmatufflDate: 1''t)�i I 21 �l a. I-n Address of New Home: \,:2<;z City/FL Zip. *✓�,Q0,D WE yC* `Note: The home's estimated Energy Performance Index is only available through the EnergyGauge USA - FlaRes2008 computer program. This is not a Building Energy Rating. If your Index is below 100, your home may qualify for incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at (321) 638-1492 or see the Energy Gauge web site at energygauge.com for information and a list of certified Raters. For information about Florida's Energy Efficiency Code for Building Construction, contact the Department of Community Affairs at (850) 487-1824. **Label required by Section 13-104.4.5 of the Florida Building Code, Building, or Sectio 2 1 � f eudix ; of the Florida Building Code, Residential, if not DEFAULT. EnergyGauge® USA - FlaRes2008 lr t,1 f a r 1` Pro ect Summary Job: "- wrightsoft� 1 Date: AUGUST 23, 2011 Entire House By: PATRICIA ZIMMERMAN COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-785-9010 Fax 772-785-9144 Web: comfortcontrolofslc.com Prooect Information For: GRAND CARLTON W/ SITTING ROOM, WYNNE BUILDING CORP PORT ST. [LLUUCIIEl, FL(/3�4,9\883 Notes: Weather: Fort Pierce, FL, US Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 14160 Btuh Ducts 4917 Btuh Central vent (35 cfm) 1082 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 20159 Btuh Infiltration Method Simplified Construction quality Average Fireplaces 0 Heating Cooling Area (ft2) 1615 1615 Volume (ft') 14066 14066 Air changes/hour 0.38 0.20 Equiv. AVF (cfm) 89 47 Heating Equipment Summary Make Carrier Trade BASE 14 PURON HP Model 25H B B 336A ARI ref no. 3645943 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 8.5 HSPF 35200 Btuh @ 47°F 28 OF 1133 cfm 0.059 cfm/Btuh 0 in H2O Summer Design Conditions Outside db 90 OF Inside db 75 OF Design TD 15 OF Daily.range Relative humidity L 50 % Moisture difference 61 gr/lb Sensible Cooling Equipment Load. Sizing Structure 16553 Btuh Ducts 6993 Btuh Central vent (35 cfm) 580 Btuh Blower 0 Btuh Use manufacturer's data in Rate/swing multiplier 0.95 Equipment sensible load 22919 Btuh Latent Cooling Equipment Load Sizing Structure 2359 Btuh Ducts 1927 Btuh Central vent (35 cfm) 1469 Btuh Equipment latent load 5755 Btuh Equipment total load 28674 Btuh Req. total capacity at 0.70 SHR 2.7 ton Cooling Equipment Summary Make Carrier Trade BASE 14 PURON HP Cond 25HBB336A Coil FX4CN(B,F)036 ARI ref no. 3645943 Efficiency 12.0 EER, 14 SEER Sensible cooling 23800 Btuh Latent cooling 10200 Btuh Total cooling 34000 Btuh Actual air flow 1133 cfm Air flow factor 0.048 cfm/Btuh Static pressure 0 in H2O Load sensible heat ratio 0.81 Printout certified by ACCA to meet all requirements of Manual J 8th all RV E ,,-�" wr:ghtsoft Right -Suite® Universal 7.1.19 RSU05864 lyi3!1-Aug'24 1�2 16:04 ACCI', E:\Wrightsoft HVAC\Wynne Corp\WYNNEGRAND CARLTON SIT.rup Calc = MJ8 Orientation = N Page 1 Entire House d 1615 19077 23545 1133 1133 Other equip loads 1082 580 Equip. @ 0.95 RSM 22919 Latent cooling 5755 28674 1133 TOTALS 1615 20159 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft" Right -Suite® Universal 7.1.19 RSU05864 2011-Aug-24 12:16:04 A,(>, E:\WrightsoftHVAC\WynneCorp\VVYNNEGRAND CARLTON SIT.rup Calc = MJ8 Orientation = N Page 2 Load Short Form J at wrightsoft Date: AUGUST 23, 2011 Entire House By: PATRICIA ZIMMERMAN COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-785-9010 Fax: 772-785-9144 Web: comfortcontrolofslc.com Project • • For: GRAND CARLTON W/ SITTING ROOM, WYNNE BUILDING CORP. PORT ST. LUCIE, FL 34983 Design Information Htg Clg Infiltration Outside db (°F) 42 90 Method Simplified Inside db (°F) 70 75 Construction quality Average Design TD (°F) 28 15 'Fireplaces 0 Daily range - L Inside humidity (%) 30 50 Moisture difference (gr/lb) 1 61 HEATING EQUIPMENT Make Carrier Trade BASE 14 PURON HP Model 25HBB336A ARI ref no. 3645943 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 8.5 HSPF 35200 Btuh @ 47°F 28 °F 1133 cfm 0.059 cfm/Btuh 0 in H2O COOLING EQUIPMENT Make Carrier Trade BASE 14 PURON HP Cond 25HBB336A Coil FX4C N (B, F) 036 ARI ref no. 3645943 Efficiency 12.0 EER, 14 SEER Sensible cooling 23800 Btuh Latent cooling 10200 Btuh Total cooling 34000 Btuh Actual air flow 1133 cfm Air flow factor 0.048 cfm/Btuh Static pressure 0 in H2O Load sensible heat ratio 0.81 ROOM NAME Area (ftz) Htg load (Btuh) Clg load (Btuh) Htg AVF (cfm) Clg AVF (cfm) FOYER 69 1163 942 69 45 GREAT RM 553 4324 5981 257 288 LAUNDRY 36 747 2299 44 111 KITCHEN 105 443 3778 26 182 MS BATH 56 764 977 45 47 MS CLOSET 60 111 165 7 8 MS BDRM 305 3172 2920 188 141 HALL 20 37 .55 2 3 BATH 43 325 273 19 13 BDRM 2 168 2694 2108 160 101 CLOSET 21 196 120 12 6 lrr•un rf Ann LAnA ornc 121112 iQa JI I I iimu MIVI OV V IV 1 .J.7LV JVJ Printout certified by ACCA to meet all requirements of Manual J 8th Ed. ,� -� wrightsoft^ Right-Sufte® Universal 7.1.19 RSU05864 2011-Aug-24 12:16:04 ACCK E:1Wrightsoft HVAC1Wynne Corp\WYNNEGRAND CARLTON SIT.rup Calc = MJ8 Orientation = N Page 1 -OLr wrightsoft' Right-M Worksheet Entire House COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST.. PORT ST. LUCIE, FL 34983 Phone: 772-785-9010 Fax: 772-785-9144 Web: comfortcontrolofslc.com Job: Date: AUGUST 23, 2011 By: PATRICIA ZIMMERMAN 1 Room name Entire House FOYER 2 Exposed wall 158.2 ft 8.7 ft d 6.0 ft 8.0 ft heat/cool 3 Ceiling height 6.0 x 11.5 ft 4 5 Room dimensions Room area 1615.0 ft' 69.0 ft' Ty Construction U-value Or HTM Area (ft) 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 T-G12C-Osw 0,091 n 2.55 2.18 119 89 227 194 0 0 0 0 0 1 D-c2ow 0.570 n 15.96 20.29 30 0 479 609 0 0 0 W 13A-5ocs 0.125 n 3.50 2.22 160 100 350 222 0 0 0 0 I-G 1A41ob 1.080 n 30.24 23.54 60 0 1814 1412 0 0 0 0 11 12C-0sw 0.091 a 2.55 2.18 438 398 1014 869 0 0 0 0 1A-r1ob 1.080 a 30.24 48.10 40 5 1210 1924 0 0 0 0 VV T-D 13A-5ocs 0.125 a 3.50 2.22 100 79 27176 0 0 0 0 0 11J0 0.600 a 16.80 17.40 21 21 353 365 0 0 0 > 12C-0sw 0.091 s 2.55 2.18 124 83 211 181 48 27 69 59. 1A-r1ob 1.080 s 30.24 23.54 20 40 605 471 0 0 0 0 11J0 0.600 s 16.80 17.40 21 21 353 365 21 21 353 365 W 12C-0sw 0.091 sw 2.55 2.18 34 34 86 74 0 0 0 0 W 12C-0sw 0.091 w 2.55 2.18 381 375 955 818 0 0 0 0 1A-r1om 1.270 w 35.56 49.79 6 1 213 299 0 0 0 0 128-obw 0.097 - 2.72 0.85 216 200 543 171 92 92 250 79 11DO 0.390 n 10.92 11.31 16 16 177 184 0 0 0 0 C 16B-30ad 0.032 0.90 1.68 1594 1594 1428 2677 69 69 62 116 C 16C-30ml 0.032 0.90 1.36 221 221 198 301 0 0 0 0 F 19C-19cscp 0:049 0.48 0.25 1594 1594 758 406 69 69 33 18 F 21A-20c 0.027 0.76 0.00 221 221 167 0 0 0 0 0 6 c) AED excursion 011 Envelope loss/gain 11418 11720 766 630 12 a) Infiltration 2741 773 97 27 b) Room ventilation 0 0 0 0 13 Intemal gains: Occupants @ 230 2 460 0 0 Appliances/other 3600 0 Subtotal (lines 6 to 13) 14160 16553 863 658 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 14160 16553 863 656 15 Duct loads 35% 42% 4917 6993 35% 43% 300 285 Total room load 19077 23545 1163 942 Air required (cfm) 1133 1133 1 1691 45 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. Q A-&- -Isv"tsofFt- Right -Suite® Universal 7.1.19 RSU05864 2011-Aug-24 12:32:51 AC -CA E:1Wdghtsoft HVAC1Wynne Corp%WYNNEGRAND CARLTON SIT.rup Calc = MJ8 Orientation = N Page 1 wrightsoft' Ri ght-Jo Worksheet Entire House COMFORT CONTROL OF SLC, INC. 1s01 SE aii TnnnRF ST_ PORT ST. LUCIE. FL 34983 Phone: 772-785-9010 Fax: 772-785-9144 Web: comfortcontralofslc.com Job: Date: AUGUST 23, 2011 By: PATRICIA ZIMMERMAN 1 Room name GREAT RM LAUNDRY 2 Exposed wall 30.0 ft 9.8 it heat/cool 6.0 ft 8.0 ft heat/cool 3 Ceiling height 1.0 x 552.5 ft 6.0 x 6.0 ft 4 Room dimensions 552.5 ft' 36.0 ft' 5 Room area Ty Construction U-value Or HTM Area (ft� Load Area M Load number (Btuh/ft' °F) (Btuh/ftl or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat I Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 1�V 12C-Osw 0.091 n 2.55 2.18 0 0 0 0 0 0 0 0 0 0 0 � t6 1 D-c2ow 0.570 n 15.96 20.29 0 0 0 0 0, 0 0 0 13A-5ocs 0.125 n 3.50 2.22 0 0 0 0 0 0 0 0 lA-rlob 1.080 n 30.24 23.54 0 0 0 0 0 0 0 0 0 11 IRJ 12C-Osw 0.091 a 2.55 2.18 294 254 647 555 0 0 --G IA-rlob 1.080 a 30.24 48.10 40 3 1210 1924 0 0 0 W T-D 13A-5ocs 0.125 a 3.50 2.22 0 0 0 0 0 0 0 0 0 0 11.10 0.600 a 16.80 17.40 0 0 0 0 0 0 0 0 0 0 0 W 12C-Osw 0.091 s 2.55 2.18 0 0 0 0 0 0 1A-rlob 1.080 s 30.24 23.54, 0 0 0 0 0 Or 0 0 0 0 [:-OG t-- 11J0 0.600 s 16.80 17.40 0 0 0 0 0 0 0 0 W 12C-Osw 0.091 sw 2.55 2.18 0 0 0 0 0 48 48 122 105 W L-G 12C-Osw 0.091 w 2.55 2.18 0 0 0 0 0 1A,1am 1.270 w 35.56 49.79 0 0 0 0 0 56 40 108 34 R i--D 12B-Obw 0.097 - 2.72 0.85 0 0 0 0 0 16 16 177 184 11 DO 166-30ad 0.390 0.032 n 10.92 0.90 11.31 1.68 0 553 0 553 495 928 36 36 32 60 C C F 16C-30ml 19C-19cscp 0.032 0.049 0.90 0.48 1.36 0.25 0 553 0 553 0 263 0 141 0 36 0 36 0 17 0 9 F 21A-20c 0.027 - 0.76 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion -2 -15 Envelope loss/gain 2615 3546 457 377 12 a) Infiltration 595 168 97 27 b) Room ventilation 1 0 0 0 0 13 Intemal gains: Occupants @ 230 2 460 0 0 Appliances/other 0 1200 Subtotal (lines 6 to 13) 3209 4173 554 1605 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 3209 4173 554 1605 15 Duct loads 35% 43% 1114 1807 35% 43% 192 695 Total room load 4324 5981 747 2299 Air required (cfm) 257 288 44 111 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. ++- wr ightsoi=t- Right -Suite® Universal 7.1.19 RSU05864 2011-Aug-24 12:32:51 ACCP, E:\Wrightsoft HVAC\Wynne Corp\WYNNEGRAND CARLTON SIT.rup Calc = MJ8 Orientation = N Page 2 - wrightsoft' Right-J® Worksheet Entire House COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST.. PORT ST. LUCIE, FL 34983 Phone: 772-785-9010 Fax: 772-785-9144 Web: comfortcontrolofslc.com Job: Date: AUGUST 23, 2011 By: PATRICIA ZIMMERMAN 1 Room name KITCHEN MS BATH 2 3 Exposed wall Ceiling height 0 ft 8.0 ft heat/cool 8.0 ft 8.0 ft heat/cool 4 Room dimensions 10.5 x 10.0 ft 7.0 x 8.0 ft 5 Room area 105.0 ft' 56.0 ftZ Ty Construction U-value Or HTM Area (ft� Load Area (ftl Load number (Btuh/ftK*F) (Btuh/ft� or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat C0o1 Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 UN 12C-0sw 0.091 n 2.55 2.18 0 0 0 0 0 0 0 0 0 0 L_ G 1 D-c2ow 0.570 n 15.96 20.29 0 0 0 0 0 0 0 0 UV 13A-5ocs 0.125 n 3.50 2.22 0 0 0 0 0 0 0 0 __G 1A-rlob 1.080 n 30.24 23.54 0 0 0 0 0 0 0 0 0 11 12C-Osw 0.091 a 2.55 2.18 0 0 0 0 0 0 0 1A-rlob 1.080 a 30.24 48.10 0 0 0 0 0 0 0 1�V 13A-5ocs 0.125 a 3.50 2.22 0 0 0 0 0 0 0 0 11J0 0.600 a 16.80 17.40 0 0 0 0 0 0 0 0 0 0 0 0 __0 W 12C-Osw 0.091 s 2.55 2.18 0 0 0 0 0 1A41ob 1.080 s 30.24 23.54 0 0 0 0 0 0 0' 11.10 0.600 s 16.80 17.40 0 0 0 0 0 0 0 0 W 12C-Osw 0.091 sw 2.55 2.18 0 0 0 0 0 0 64 0 56 0 148 127 V,V 12C-Osw 0.091 w 2.55 2.18 0 0 0 L-G IA-rlom 1.270 w 35.56 49.79 0 0 0 0 6 1 213 299 0 Fj 12B-Obw 0.097 - 2.72 0.85 68 68 185 58 0 0 0 0 0 11DO 16B-30ad 0.390 0.032 n - 10.92 0.90 11.31 1.68 0 105 0 105 0 94 0 176 0 56 0 56 50 94 -D C C 16C-30ml 0.032 - 0.90 1.36 0 0 0 0 27 0 56 0 56 0 27 0 14 F 19C-19cscp 0.049 - 0.48 0:25 105 105 50 0 0 F 21A-20c 0.027 - 0.76 0.00 0 0 0 0 0 0 6 c) AED excursion -25 111 Envelope loss/gain 329 236 438 645 12 a) Infiltration 0 0 129 36 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 2400 0 Subtotal (lines 6 to 13) 329 2636 1 1567 682 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 329 2636 567 682 15 Duct loads 35% 43% 114 1142 35% 43% 197 295 Total room load 443 3778 764 977 Air required (cfm) 261 182145 47 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. Aj- Right -Suite® Universal 7.1.19 RSU05864 2011-Aug-24 12:32:51 ACCA EAWrightsoft HVAC\Wynne Corp\WYNNEGRAND CARLTON SIT.rup Calc = MJ8 Orientation = N Page 3 ?- wriightsoft' Right-J® Worksheet Entire House COMFORT CONTROL OF SLC, INC. 1501 SE RILTMORE ST.. PORT ST. LUCIE. FL 34983 Phone: 772-785-9010 Fax. 772-785-9144 Web: comfortcontrolofslc.com Job: Date: AUGUST 23, 2011 By: PATRICIA ZIMMERMAN 1 2 3 4 5 Room name Exposed wall Ceiling height Room dimensions Room area MS CLOSET 0 It 8.0 ft heat/cool 7.0 x 8.6 ft 60.2 ft= MS BDRM 39.5 It 8.5 ft heat/cool 1.0 x 304.5 ft 304.5 ftZ Ty Construction U-value Or HTM number (Btuh1W °F) (Btuh/ft� Area (fO Load or perimeter (ft) (Btuh) Area (ft� Load or perimeter (ft) (Btuh) Gross N/P/S Heat Cool Gross N/P/S Heat Cool Heat Cool 6 11 % -G WI - -�--G \tiV C, Y--D 12C-0sw 1D-c2ow 13A-50cs IA-rlob 12C-0sw IA-rlob 13A-5ocs 11.10 12C-0sw 1A41ab 111,10 12C-0sw 12C-0sw 1A-r1om 12B-Obw 11 DO 1613-30ad 16C-30ml 19C-19cscp 21A-20c 0.091 0.570 0.125 1.080 0.091 1.080 0.125 0.600 0.091 1.080 0.600 0.091 0.091 1.270 0.097 0.390 0.032 0.032 0.049 0.027 n n n n a a a a s s s sw w w - n 2.55 15.96 3.50 30.24 2.55 30.24 3.50 16.80 2.55 30.24 16.80 2.55 2.55 35.56 2.72 10.92 0.90 0.90 0.48 0.76 2.18 20.29 2.22 23.54 2.18 48.10 2.22 17.40 2.18 23.54 17.40 2.18 2.18 49.79 0.85 11.31 1.68 1.36 0.25 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 60 0 60 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 60 0 60 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 54 0 29 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 101 0 15 0 119 30 0 0 0 0 0 0 0 0 0 0 217 0 0 0 305 0 305 0 89 0 0 0 0 0 0 0 0 0 0 0 217 0 0 0 305 0 305 0 227 479 0 0 0 0 0 0 0 0 0 0 552 0 0 0 273 0 145 0 194 609 0 0 0 0 0 0 0 0 0 0 473 0 0 0 512 0 78 0 W W 1W �--G R I-- D C C F F 6 c) AED excursion -1 -19 Envelope loss/gain 83 115 1676 1847 12 a) Infiltration b) Room ventilation 0 0 0 0 679 0 191 0 13 Intemal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6 to 13) 83 115 2354 2038 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 35% 43% 0 0 0 83 29 0 0 0 115 50 35% 43% 0 0 0 2354 818 0 0 0 2038 882 Total roam load A irr required (cfm) 111 7 165 8 3172 188 2920 141 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. t wr:gr,tsorc Right -Suite® Universal 7.1.19 RSUD5864 2011-Aug-24 12:32:51 ACCA EAWrightsoft HVAC\Wynne Corp\WYNNEGRAND CARLTON SIT.rup Calc = MJ8 Orientation = N Page 4 ,- wrightsoft' Right-J® Worksheet Entire House COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-785-9010 Fax 772-785-9144 Web: comfortcontrolofslc.com Job: Date: AUGUST 23, 2011 By: PATRICIA ZIMMERMAN 1 2 3 4 5 Room name Exposed wall Ceiling height Room dimensions Room area HALL 0 ft 8.0 ft heat/cool 4.0 x 5.0 ft 20.0 ft2 BATH 5.0 ft 8.0 ft heat/cool 8.5 x 5.0 ft 42.5 ft' Ty Construction number U-value (Btuh/ftk- °F) Or HTM (Btuh/ft� Area (ft� 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 11 12C-Osw 1 D-c2ow 13A-5ocs IA-rlob 12C-Osw 1A-rlob 13A-50cs 11.10 12C-Osw 11J0 12C-Osw 12C-0sw IA-rlom 12B-Obw 11 DO 16B-30ad 16C-30ml 19C-19cscp 21A-20c 0.091 0.570 0.125 1.080 0.091 1.080 0.125 0.600 0.091 1.080 0.600 0.091 0.091 1.270 0.097 0.390 0.032 0.032 0.049 0.027 n n n n a a a a s s s sw w w - n 2.55 15.96 3.50 30.24 2.55 30.24 3.50 16.80 2.55 30.24 16.80 2.55 2.55 35.56 2.72 10.92 0.90 0.90 0.48 0.76 2.18 20.29 2.22 23.54 2.18 48.10 2.22 17.40 2.18 23.54 17.40 2.18 2.18; 49.79 0.85 11.31 1.68 1.36 0.25 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20 0 20 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20 0 20 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18 0 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 34 0 5 0 0 0 0 0 40 0 0 0 0 0 0 0 0 0 0 0 43 0 43 0 0 0 0 0 40 0 0 0 0 0 0 0 0 0 0 0 43 0 43 0 0 0 0 0 102 0 0 0 0 0 0 0 0 0 0 0 38 0 20 0 0 0 0 0 87 0 0 0 0 0 0 0 0 0 0 0 71 0 11 0 W IG V11 L-G VV -D W Ej1A-r1ob W Y---G F� T-D C C F F 6 c) AED excursion 0 -2 Envelope loss/gain 27 38 160 168 12 a) Infiltration 0 0 81 23 b) Room ventilation 0 0 0 0 13 Intemal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6 to 13) 27 38 241 191 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 27 38 241 191 15 Duct loads 35% 43% 10 17 35% 43% 84 83 Total room load 37 55F 325 273 Air required (cfm) 2 3 19 13 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. +- w�Ggr�tsoft- Right -Suite® Universal 7.1.19 RSU05864 2011-Aug-24 12:32:51 ACCA E:\Wdghtsoft HVAC\Wynne Corp\WYNNEGRAND CARLTON SIT.rup Calc = MJ8 Orientation = N Page 5 wrightsoft° Right-J® Worksheet Entire House COMFORT CONTROL OF SLC, INC. 1501 SE BILTMORE ST., PORT ST. LUCIE, FL 34983 Phone: 772-785-9010 Fax: 772-785-9144 Web: comfortcontrolofslc.com Job: Date: AUGUST 23, 2011 By: PATRICIA ZIMMERMAN 1 2 3 4 5 Room name Exposed wall Ceiling height Room dimensions Room area BDRM 2 33.2 ft 8.0 ft heat cool 1.0 x 168.0 ft 168.0 ft' CLOSET 2.5 ft 8.0 ft heat1cool 8.5 x 2.5 ft 21.3 ft' Ty Construction number U-value (Btuh1W °F) Or HTM (Btuh/ft� Area (ft� or perimeter (ft) Load (Btuh) Area (ftj or perimeter (ft) Load (Btuh) Heat I Cool Gross I N/P/S Heat Cool Gross N/P/S Heat Cool 6 11 VV I-G �j ' -G T � W 12C-0sw 1 D-c2ow 13A-5ocs 1A-rlob 12C-0sw IA -glob 13A-5ocs 11J0 12C-0sw 1A-rlob 11J0 12C-0sw 12C-0sw 1A-r1om 128-0bw 11DO 16B-30ad 16C-30ml 19C-19cscp 21A-20c 0.091 0.570 0.125 1.080 0.091 1.080 0.125 0.600 0.091 1.080 0.600 0.091 0.091 1.270 0.097 0.390 0.032 0.032 0.049 0.027 n n n n a a a a s s s sw w w - n 2.55 15.96 3.50 30.24 2.55 30.24 3.50 16.80 2.55 30.24 16.80 2.55 2.55 35.56 2.72 10.92 0.90 0.90 0.48 0.76 2.18 20.29 2.22 23.54 2.18 48.10 2.22 17.40 2.18 23.54 17.40 2.18 2.18 49.79 0.85 11.31 1.68 1.36 0.25 0.00 0 0 0 0 104 0 0 0 76 20 0 34 52 0 0 0 168 0 168 0 0 0 0 0 104 0 0 0 56 20 0 34 52 0 0 0 168 0 168 0 0 0 0 0 265 0 0 0 143 605 0 86 132 0 0 0 151 0 80 0 0 0 0 0 227 0 0 0 122 471 0' 74 114 0 0 0 282 0 43 0 0 0 0 0 0 0 20 0 0 0 0 0 0 0 0 0 0 21 0 21 0 0 0 0 0 0 20 0 0 0 0 0 0 0 0 0 0 21 0 21 0 0 0 0 0 0 70 0 0 0 0 0 0 0 0 0 0 19 0 16 0 0 0 0 0 0 44 0 0 0 0 0 0 0 0 0 0 29 0 0 -D W W WI - �---G R L-D C C F F 6 c) AED excursion -14 1 Envelope lass/gain 1462 1319 105 73 12 a) Infiltration b) Room ventilation 538' 0 152 0 40 0 11 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6 to 13) 2000 1471 146 84 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 35% 43% 0 0 0 2000 694 0 0 0 1471 637 35% 43% 0 0 0 146 51 0 0 0 84 36 Total room load Air required (cfm) 2694 160 2108 10t 196 12 120 6 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. -+ wr7gr.tsofc Right -Suite® Universal 7.1.19 RSU05864 2011-Aug-24 12:32:51 ACCP. E:\Wrightsoft HVAC\Wynne Corp\WYNNEGRAND CARLTON SIT.rup Calc = MJ8 Orientation = N Page 6 ,+,, wightsoft' Right-J® Worksheet Entire House COMFORT CONTROL OF SLC, INC. 1-501 SE'BI TMORF ST__ PORT ST. LUCIE. FL 34983 Phone: 772-785-9010 Fax: 772-785-9144 Web: comfortcontrolofslc.com Job: Date: AUGUST 23, 2011 By: PATRICIA ZIMMERMAN 1 2 3 4 5 Room name Exposed wall Ceiling height Room dimensions Room area SITTING RM 28.0 ft 8.0 ft heat/cool 18.0 x 10.0 ft 180.0 ft' Ty Construction number U-value (Btuh/ftk .F) Or HTM (Btuh/ft� Area (ft� or perimeter (ft) Load (Btuh) Area or perimeter Load Heat Cool Gross N/PIS Heat Cool Gross N1P/S Heat Cool 6 ' 11 Vdl �G �j -G V,41 I-G 12C-0sw 1 D-c2ow 13A-5ocs 1A-r1ob 12C-0sw 1A41ob 13A-5ocs 11J0 12C-0sw 1A-rlob 11J0 12C-0sw 12C-0sw 1A-r1om 12B-Obw 11DO 16B-30ad 16C-30ml 19C-19cscp 21A-20c 0.091 0.570 0.125 1.080 0.091 1.080 0.125 0.600 0.091 1.080 0.600 0.091 0.091 1.270 0.097 0.390 0.032 0.032 0.049 0.027 n n n n a a a a s s s sw w w - n 2.55 15.96 3.50 30.24 2.55 30.24 3.50 16.80 2.55 30.24 16.80 2.55 2.55 35.56 2.72 10.92 0.90 0.90 0.48 0.76 2.18 20.29 2.22 23.54 2.18 48.10 2.22 17.40 2.18 23.54 17.40 2.18 2.18 49.79 0.85 11.31 1.68 1.36 0.25 0.00 0 0 160 60 0 0 80 21 0 0 0 0 0 0 0 0 180 200 180 200 0 0 100 0 0 0 59 21 0 0 0 0 0 0 0 0 180 200 180 200 0 0 350 1814 0 0 207 353 0 0 0 0 0 0 0 0 161 179 86 151 0 0 222 1412 0 0 131 365 0 0 0 0 0 0 0 0 302 272 46 0 uU LI-_GD W V�I L-G �_D C C F F 6 c) AED excursion -27 Envelope loss/gain 3301 2725 12 a) Infiltration b) Room ventilation 485 0 137 0 13 Intemal gains: Occupants @ 230 Appliances/other 0 0 0 Subtotal (lines 6 to 13) 3786 2862 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 15 Subtotal Duct loads 35% 37% 3786 1315 2862 1064 Total room load F75101 3926 Air required (cfm) 303 189 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. -FW wr:gr.tsofr• Right -Suite® Universal 7.1.19 RSU05864 2011-Aug-24 12:32:51 ACCP E:\Wrightsoft HVAC\Wynne Corp\WYNNEGRAND CARLTON SIT.rup Calc = MJ8 Orientation = N Page 7 No. I Seal# Truss Name I Date I No. I Seal# ITruss Name Date 1 IT4133899 JA5 7/26/011 118 IT4133916 JKJ8 7l26/011 12 IT4133900 JA6 17/26/011 1 t F y 4 v F +, 1 Y I 'r 5 1 13 I T4133901 J A7 17/26/011 1 14 IT4133902 JA8 17/26/011 1 15 IT4133903 IA9 17/26/011 1 16 I T4133904 1 A 17/26/011 1y 17 I T4133905 1 G RA 17/26/011 18 IT4133906 JGRB 17/26/011 19 I T4133907 W 7/26/011 1 110 I T4133908 J J2 17/26/011 Ill I T4133909 J J3 17/26/011 112 1 T4133910 J J4 17/26/011 113 I T4133911 I J5 17/26/011 14 IT4133912 J J6 17/26/011 1 115 I T4133913 J J7 17/26/011 1 116 I T4133914 J J8 17/26/011 1 117 I T4133915 I KJ7 17/26/011 1 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: ORegan, Philip My license renewal date for the state of Florida is February 28, 2013. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, perANSI/TPI-1 Sec. 2. on Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 --� - These truss designs rely on lumber values established by others. Cl pr - PC71NE'R TO PERFORM:' RE: M11312 - Carlton w/ Sitting - w/ Front Porch MiTek Industries, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Wynne Building Corp. Project Name: 6' CARLTON SITTING AREA VM§6V6MdN8H Model: Lot/Block: Subdivision: Address: n/a City: St. Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): I Design Code: FBC2007/TP12002 Design Program: MiTek 20/20 7.2 Wind Code: ASCE 7-05 Wind Speed: 140 mph Roof Load: 37.0 psf This package includes 18 individual, dated Truss Design Drawings and 0 Additional Draw With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer an i d ` sheet OPI conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rule u ! i, �N � to i•k iy �' '� `��1D151I111jt, 'GEN'. J 8126 sir — O'. STATE OF ldli! FL Cert. 6634 July 26,2011 ORegan, Philip 1 of 1 Job Truss Truss Type Oty Ply Carlton w/ Sitting -w/ Front Porch T4133899 01312 A5 SPECIAL 9 1 Job Reference o tional Chambers Truss Inc., Fort Pierce FI. 349B2 7.250 s May 112011 M7ek Industries, Inc. Tue Jul 26 10:22:08 2011 Page ID:2GIScwwyY5hnGhXVARzUkuyuFUM-XtPg8DPgiTnOB1 KIYNOZe7419ZZpH7Fuao?SoZyuE 1 ,1-o-a 7-B-s 10-6-a n-ao 2o-a-a � 2s-a-o 3a-0-o �1.12 7-8-5 2-9-15 6-5-12 3-48 5.11-8 7-8-0 Scale = 1:61.3 ' 4.00 12 5x8 M1120= 8 2x3 M1120 11 2x3 MII20 II 3x6 M1120 % 7 3x6 MI120 2x3 M1120 ::z 4 5 8 3x4 M1120 Zz 3 9 T. 14 ,m1 2 10 11 ,a 7x10 M1120 d 1s o 3x10 M1120 % 13 12 3x6 M1120 5x10 M1120 = 24 M1120 I I 2.00 12 10.6-4 2D-4-8 26-0.0 34-0-0 10-6-4 9-10-4 5-11-8 7-8-0 Plate Offsets MY): : 2:0-3-11 0-1-8 10:0-3-14 0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) 0.73 14 >544 360 M1120 2491190 .TCDL 7.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -1.44 13-14 >278 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 HOrz(TL) 0.45 10 n/a n/a BCDL 10.0 Code FBC20071TP12002 (Matrix) Weight: 154 lb FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc purlins. BOT CHORD 2 X 4 SYP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 X 4 SYP No.3 *Except* WEBS 1 Row at midpt 6-14 6-14: 2 X 4 SYP M 30 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=1350/0-8-0 (min. 0-1-9), 10=134810-8-0 (min. 0-1-9) Max Horz 2=-153(LC 6) Max Uplift2=-858(LC 3), 10=-858(LC 4) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=5571/3114, 3-4=-5234/2797, 4-5=5186/2804, 5-6=-5239/2908, 6-7=-2469/1445, 7-8=2459/1368, 8-9=-2518/1354, 9-10=-3168/1750 BOT CHORD 2-14=2965/5271, 14-15=-1005/2182, 15-16=1010/2161, 13-16=-1013/2144, 12-13=-1531/2931, 10-12=1531/2931 WEBS 3-14=300/395, 5-14=222/275, 6-14=-1827/3307, 6-13=-342/543, 9-13=665/551, 9-12=0/252 ����n r,rrrrrr� NOTES 1) Unbalanced roof live loads have been considered for this design. `t� �Q J'✓j •' 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=14ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); Lumber `oN' �� •' G•E N •�� DOL=1.33 plate grip DOL=1.33 (2�: •�,� `SF•'. 91 �� `" 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. .�, •• _ P 1; 6 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 between the bottom chord and any other members, with BCDL = 10.Opsf. tall by 2-0-0 wide will fit- .. * %';, ,..-��•, 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI1TPI , angle to grain formula. Building designer should verify capacity ofo bearing surface. 6 Provide mechanical connection (by others of truss to hearing late capable of withstanding 858 lb uplift at hint 2 and 858 lb uplift at'oint . {• •'JJ . .�'! S/1ATE OF LOAD CASE(S) Standard ,j� •,< O R n„u FL Cert. 6634 July 26,2011 ® WARXiNG - Verffy deal9m parameters and READ NOTES ON THIS AND INCLUDED 16=REFERENCE PAGE DB7-7473 rra, 10-'08 BEFORE USE. �' Design valid for use only with M7ek connectors. This design Is based only upon parameters shown, and is for an individual building component. (ii�i� Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabTty, during construction is the responsibirily of the MiTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding rowcn+o nxnroa.•- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Crtiedo, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Carlton w/ Sitting - w/ Front Porch T4133900 M11312 A6 SPECIAL 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.250 s May 112011 MiTek Industries, Inc. Tue Jul 2610:22:09 2011 Page ID:2GISmvwyY5hnGhXVARzUkuyuFUM-QBz2LZQnTnvEmBvU65voAnGsOzv_OTk1pSkOKOyuE 0 8-11-11 I 18-0-0 { 19-0.0 2�0-48 i 26.40 11-0 1-0-0 8-11-11 6-0.6 4-0.0 1-4-8 5-11-8 7-8.0 1-0-0 ' Scale = 1:62.6 4.o0 12 5x10 M1120 5- 5x6 M1120 5 6 2x3 M1120 US M1120 % 3x4 M1120-- 3x6 1011120�zr 4 n 3 7 8 2 14 1 ' 6x8 M1120 = 13 9 N 1r 10 11 3x4 M1120= 12 3x10 MII20 = G 11 3x6 MII20 2.00 12 5x6 M1120 = 2x3 M1120 11 10-64 15-0-0 20-4-8 26-0.0 _ 340-0 10-6-4 4-5.12 5-4-8 5-11-8 7-8.0 Plate Offsets X Y : 2:0-4-4 Ed a 5:0-5-0 0-2-0 9:0-3-14 0-1-8 LOADING (pSO SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.97 Vert(LL) 0.69 2-14 >580 360 M1120 249/190 .TCDL 7.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -1.23 2-14 >324 240 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.41 9 n/a n/a BCDL 10.0 Code FBC2007rrP12002 (Matrix) Weight: 152 lb FT = 0 LUMBER BRACING TOP CHORD 2 X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 X 4 SYP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS (Ib/size) 2=1305/0-8-0 (min. 0-1-8), 9=1305/0-8-0 (min. 0-1-9) Max Harz 2=-138(LC 6) Max Uplift2=-875(LC 3), 9=-875(LC 4) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=5228/3121, 3-4=5107/3137, 4-5=4899/2898, 5-6=-2458/1548, 6-7=-2330/1402, 7-8=-2943/1811,8-9=3059/1797 BOT CHORD 2-14=2964/4955, 13-14=-1329/2512, 12-13=-1107/2171, 11-12=-1587/2829, 9-11=-1587/2829 WEBS 4-14=369/478, 5-14=1557/2665, 5-13=-412/277, 6-13=-313/575, 7-12=-754/601, 7-11=0/283 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=14ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); Lumber � •' pep DOL=1.33 plate grip DOL=1.33•E 3) Provide adequate drainage to water N •, . v �`Q�.'•� `sF prevent 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. ;•r ��� ; 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/fPl 1 angle to grain formula. Building designer should verify capacity of:, bearing surface. •��'% (Y ) gP P 9 P 1 P joint ' 7 9rovide mechanical connection b others of truss to bearin late capable of with 875 lb u lift at 2 and 875 lb u lift at i� ,/ S%1�A T E O F :� 4L! Z LOADCASE(S) Standard p r �c�,��• N A ` `Q tni{{ FL Cert. 6634 July 26,2011 ® WARNING- VuifSj design parameters and READ NOTES ON 7WS AND INCLUDED MITEK REFERENCE PAGE MI-7473 mr, ZO-M BEFORE USE, R Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an individual building component._ Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown • Y is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the M iTeV erector. Additional permanent bracing of the overall structure a the responsibility of the building designer. For general guidance regarding vowsn.o a<araa. . fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tamoa. FL 33610,4115 Job Truss Truss Type Qty, Ply Carlton w/ Sitting -w/ Front Porch T4133901 01312 A7 SPECIAL 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.250 s May 11 2011 MiTek Industries, Inc. Tue Jul 2610:22:10 2011 Page i1-0-0 8-11-9 i 13-0-0 i 21-0-0 ID: WSJgpGwalPpeur6hk9UjG5yuFU L-uNXRZvRPE415NLUhfoQlj_o4yNFHIzUB16UZsSyuEZ i 26.4-0 34-0-0 35.0-0 01 0 8-11-9 4-0.7 8-0-0 5-4-0 7-8-0 ' Scale = 1:62.6 4x8 M1120 4x8 M1120 Zr 4.o0 12 4 5 2x3 M1120 3 3x4 M1120 n' 6 11 ur1 2 7 1 8 m 7x8 M1120 = IA 1 d d 3x10 M1120 = 10 9 3x6 M1120 2.00 12 5x12 M1120= 2x3 M1120 II 10-6-4 13-0-0 20-4-8 26-4-0 34-0-0 10-0-4 2-5-12 7-4-8 5-11-8 7-8-0 Plate Offsets X Y: 2:0-4 4 Ed a 7:0-3-14 0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in ([cc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.77 Vert(LL) 0.66 2-11 >602 360 M1120 249/190 .TCDL 7.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -1.13 10-11 >355 240 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.41 7 n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 146 lb FT = 0 LUMBER BRACING TOP CHORD 2 X 4 SYP M 30 *Except* TOP CHORD Structural wood sheathing directly applied or 2-6-7 cc puffins. 1-4: 2 X 4 SYP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. BOT CHORD 2 X 4 SYP M 30 WEBS 1 Row at midpt 4-10 WEBS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation guide. REACTIONS (lb/size) 2=1305/0-8-0 (min. 0-1-8), 7=1305/0-8-0 (min. 0-1-9) Max Horz 2=-123(LC 6) Max Uplift2=-890(LC 3), 7=-889(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=5291/3195, 3-4=-4991/3006, 4-5=-2299/1492, 5-6=-2409/1503, 6-7=-3033/1827 BOT CHORD 2-11=-3012/5002, 10-11=-182113184, 9-1 0=-1 601/2801, 7-9=-1601/2801 WEBS 3-11=284/421, 4-11 =1 309/2342, 4-10=-10321675, 5-1 0=-1 161454, 6-10=617/510, 6-9=0/255 NOTES 1) Unbalanced roof live loads have been considered for this design. { { 1111 lt t 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=14ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); Lumber ��,��{ '0 ®�, DOL=1.33 plate grip DOL=1.33 `�* \P Rfi •' 3) Provide adequate drainage to prevent water ponding. `�� �L • • G•E •, Qj SF•, 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. : (Z�•'� �,� 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 1 6 between the bottom chord and any other members. e P 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of: f ; ,/� �• bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 890 lb uplift at joint 2 and 889 lb uplift atjoint—_ 7' 'e S, E OF LOAD CASE(S) Standard 00�;�'�5�`� A'i FL Cert. 6634 July 26,2011 WARMNG - V.,% design pammders and READ NOTES ON TWS AND INCLUDED JlJ7=REFERENCE PAGE M. n . 10-'08 BEFORE USE. , Design valid for use only with MiTek connectors. This design is based only upon parametersshown, and is for an individual building component. ,:l Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during jt� construction is the responsibility of the OW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding n ,o e ro - fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality CrIleda, DS6.89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 Job Truss 0ty PlyTJonce(opbonal) Sitting - w/ Front Porch FussTLe T4133902 M11312 AS 1 Chambers Truss Inc., Fort Pierce FI. 34982 7.250 s May 112011MiTek Industries, Inc. Tue Jul 2610:22:11 2011 Page s1-0-0 ID: WSJgpGwalPpeur6hk9UjG5yuFUL-Ma5pmFS2?09y?V3tDVxGFCLGxnbbURpKGmD7PuyuEZ 23.0-0 26.1-3 34 1-0-0 88--N11--99 I 4 ' Scale = 1:62.6 Sx6 M1120 = 2x3 MI120 11 5x10 M1120 3x4 M1120 4.00 12 _ 2x3 M1120 �' 4 5 6 7 2x3 M1120 3 N 8 7 n 1 2 13 9 10 to '6 0 7x8 M1120 = 6 3x10 M1120 = 12 11 3x6 MI120 2.00 12 5x12 M1120 = 3x4 M1120 = 10-64 20-4-8 23-0-0 34-0-0 4 10-6 9-104 2-7-8 114)-0 Plate Offsets KY): : 2:044Ede 7:0-5-00-2-0 9:0-3-14 0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.75 Vert(LL) 0.69 13 >576 360 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -1.21 12-13 >331 240 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.42 9 n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 151 lb FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP M 30 *Except* TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc purlins. 14: 2 X 4 SYP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2 X 4 SYP M 30 iTek recommends that Stabilizers and required cross bracing be WEBS 2 X 4 SYP No.3 rinstalledduring truss erection, in accordance with Stabilizer stallatioguide. REACTIONS (lb/size) 2=1305/0-8-0 (min. 0-1-8), 9=1305/0-8-0 (min. 0-1-9) Max Horz 2=-107(LC 6) Max Uplift2=902(LC 3), 9=-902(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5324/3282, 3-4=-4985/3051, 4-5=-4327/2666, 5-6=-2687/1741, 6-7=-2687/1741, 7-8=2623/1654, 8-9=2960/1878 BOT CHORD 2-13=3086/5036, 12-13=-2118/3556, 11-12=-1324/2454, 9-11=1648/2750 WEBS 3-13=357/484, 4-13=-933/1546, 5-13=-426/922, 5-12=1031/734, 7-12=-346/505, 7-11=-246/432, 8-11=-402/435 NOTES 1) Unbalanced roof live loads have been considered for this design. I111 i 1 J lit 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=14ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); Lumber 3O DOL=1.33 plate grip DOL=1.33 e♦� �P • ��� 3) Provide adequate drainage to prevent water ponding. G E N y S •'• 92 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` Q� '• �,� 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 1;�6 between the bottom chord and any other members. ��-" 6 Bearingat'oint s 2 considers parallel to rain value using ANSI/TPI 1 angle to rain 1 O P 9 9 9 9 01 formula. Building designer should verify capacity of; f ' �• 9 9 fY r, � ,i..- bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 902 Ito uplift at joint 2 and 902 lb uplift at joint—_- 9. SYA,T E O F LOADCASE(S) Standard(�•.•A` s 4 •: `S , 10. •(pR�•�• r FL Cert. 6634 July 26,2011 1f, WARNING -Ver-fftr design PaTamales and READ NOTES ON 77IISAND rML UDED PHTEK REFERENCE PAGE MI-7473 rt,, 10-'03 BEFORE USE, ��• Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabTtyduring construction is the responsibilrity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Cifferta, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610-411 Job Truss Truss Type Qty Ply Carlton w/ Sitting - w/ Front Porch T4133903 M'11312 A9 HIP 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Fl. 34982 7.250 s May 112011 MiTek Industries, Inc. Tue Jul 2610:22:12 2011 Page 9-0-11 17-0-0 ID:_etC 1 cxC3ixVV?huls?ypJyuFU K-gmf6_bTgmhHpdfe3nDTVoPuSGA1 LDuxTVPzgxKyu 25-0-0 aa0-0 �t0-0 '1-0-0 9-0.0 8-0-0 8-0-0 - Scale = 1:59.3 7x10 MT18H . 4.00 12 24 I I 7x10 MT18H 3 4 5 A 2 1i2l 6 -3 7 r�s 0 IrA 6 3x6 % 12 11 10 9 6 US 2x3 I I 3x6 = 3x8 = 3x6 _ 24 I I i 9-0-0 17-0-0 25-0-0 34-0-0 ' 9-0-0 s 8-0-0 8-0.0 9-0-0 Plate Offsets X Y : 2:0-3-14 0-1-8 3:0-5-0 0-2-0 5:0-5-0 0-2-0 6:0-3-14 0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) 0.43 10 >941 360 MT20 244/190 .TCDL 7.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.65 10-12 >619 240 MT18H 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.15 6 n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 142 lb FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-4 oc purlins. BOT CHORD 2 X 4 SYP M 30 BOT CHORD Rigid ceiling directly applied or 5-3-6 oc bracing. WEBS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1305/0-8-0 (min. 0-1-9), 6=1305/0-8-0 (min. 0-1-9) Max Horz 2=92(LC 5) Max Uplift2=-913(LC 3), 6=-913(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2991/1865, 3-4=-3456/2249, 4-5=-3456/2249, 5-6=-2991/1865 BOT CHORD 2-12=-1695/2758, 11-12=-1694/2768, 10-11=1694/2768, 9-10=-1626/2768, 8-9=-1626/2768, 6-8=1627/2758 WEBS 3-12=0/369, 3-10=-559/946, 4-10=-426/411, 5-10=-559/946, 5-8=0/369 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=14ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); Lumber 0,�1111 t i iltd DOL=1.33 plate grip DOL=1.33 , i, %Y 3) Provide adequate drainage to prevent water ponding. ' 4) All plates are MT20 plates unless otherwise indicated. • •, . ,�� \� • • G•E N `s� 9/� 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 913 lb uplift at joint 2 and 913 lb uplift at joint:: * •• ' %,; / • >� 6. LOAD CASE SOStandard OF 0 N A� �,��• aallll FL Cert. 6634 July 26,2011 AWARNING • Vet% design paromdt and READ NOTES ON 77116 AND INCL GmED 319TEK REFERENCE PAGE Aff1-7473 nev. 10-VS BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown p� is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the respons , Illty of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsiUrity of the building designer. For general guidance regarding v....--nraa.a fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality C terla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informallon available from Truss Plate Institute" 781 N. Lee Street" Suite 312, Alexandria, VA 22314. Tampa. FL 33610-4115 Job Truss Truss Type City Ply Carlton w/ Sitting - w/ Front Porch T4133904 IV111312 A COMMON 9 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.250 s May 11 2011 MiTek Industries, Inc. Tue Jul 26 10:22:07 2011 Page I D: a3B4 PavKnnZweXyJckSF BgyuFU N-TOsixtPXx9fX Wt16ytK5MAg F91gYfukL8 FvG7yuE 1-0-0 6-7-14 12-0 13 17-0.0 21-7-334-0.0 3T 1-0-0 6-7-13 5-9-0 4-7-3 47-3 5-9.0 6-7-13 - Scale = 1:59.4 4x5 M1120 = 4.00 12 6 19 2x3 M1120 I I 18 2x3 M1120 I1 3x6 M1120 % 5 7 3x6 M1120 3x4 M1120 % 4 8 3x4 M1120 3 9 rn 1 2 10 11 in Icy 16 20 21 3x8 M1120= t7 15 13 6 14 12 US M1120 = 4x6 M1120 = 2x3 M1120 I US M1120 = 3x8 M1120 = 4x6M11202x3 M1120 I I i 6-7-13 12-4-13 21-7-3 27-4-3 34-0.0 6-7-13 5-9-0 9-2-7 5-9-0 6-7-13 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.38 14-15 >999 360 M1120 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.82 14-15 >486 240 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.16 10 n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix) Weight: 163 lb FT = 0% LUMBER BRACING. TOP CHORD 2 X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-7 oc purlins. BOT CHORD 2 X 4 SYP M 30 BOT CHORD Rigid ceiling directly applied or 5-5-13 oc bracing. WEBS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer guide.Installation REACTIONS (lb/size) 2=141010-8-0 (min. 0-1-11), 10=1410/0-8-0 (min. 0-1-11) Max Horz 2=-154(LC 6) Max Uplift 2=-880(LC 3). 10=-880(LC 4) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3400/1847,3-4=-2844/1502,4-5=-2793/1510,5-18=-2837/1614,6-18=-2750/1618, 6-19=2750/161 B, 7-19=-2837/1614, 7-8=-2793/1509, 8-9=-2844/1502, 9-10=-340011848 BOT CHORD 2-17=1743/3154, 16-17=-1743/3154, 15-16=-1743/3154, 15-20=-937/2064, 20-21=-937/2064, 14-21=-937/2064, 13-14=-163313154, 12-13=-1633/3154, 10-12=-1633/3154 WEBS 6-14=-584/951, 7-14=-298/327, 9-14=-560/479, 6-15=-584/951, 5-15=-298/328, 3-15=560/477 NOTES I ,1,Unbalanced roof live loads have been considered for this design. ���,A,�"`0 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=14ft; Cat. 11; Exp C; enclosed; MWFRS flow -rise); Lumber •'•, r'Oi DOL=1.33 plate grip DOL=1.33 ��� \� •° C•E N `� `s(� •• 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��.'• \' 92 i 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit ti •' •• i between the bottom chord and any other members, with BCDL = 10.0psf. ; 1: 6 5 Provide mechanical connection b others of truss to bearing late capable of withstanding 880 lb uplift at joint f Y ) 9 P P 9 P 1 2 and 880 lb uplift at'oint: P 1 10. ai e 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 21 lb up at 15-0-0, 0 and 50 lb down and 21 lb up at 19-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others.s�tA-r E � F �• � • 7) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). : (V LOAD CASE(S) Standard A, � T� ••� O R , ��j� °' •� 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads "s) • • • • • •' `>� ��., (ploVert: N A ��� 1-6I-54, 6-11=54, 2-20=-20, 20-21=-60, 10-21=-20 Concentrated Loads (lb) Vert: 18=50(F) 19=-50(F) FL Cert. 6634 July 26,2011 A WARNING -Vero designpar iefemand REAV NOTES ON TTiISdNDINCLUDEDAIrTISK REFERENCE PAGE MII-7473-20-'08 BEFORE USE. HIP. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for on individual building component. jjj...�jjjiii^� Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability dudng construction 4 the responsibillity of the MITek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. Por general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrItedo, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informallon available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa FL 33610-411 Job Truss Type Qty PlyTJO w/ Sitting - w/ Front Porch TGRA T4133905 M'11312 HIP 1 erence (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.250 s May 11 2011 MiTek Industries, Inc. Tue Jul 2610:22:13 2011 Page ID:_etC1 cxC3ixVV?huts?ypJyuFUK-IyDZBwTIX?PgEoDGLw_kKdQcsaOCyKfdi3iDTnyuEZ tl-0-oi B-0-0 1 11-1-0 17-0-0 �1$=¢Q_r 22-2-2 2s-0-o 34-0-0 3 i-0-0 B-0-0 3-1-0 5-11.0 1-6-0 3-8-2 3-9-14 8-0-0 Top chord must be braced by end jacks, Scale=1:62.7 roof diaphragm, or properly connected purlins as shown. 45M1120= 11 14 10x10 M1120 = 9 7x12 M1120 % 6 17 6x12 M1120 4.00 12 4 19 3 7 8 12 13 5 clEd 6 1820 21 10 'n 3x6 M1120= rn V3x5II20 = cr1 2 22 23 N O 3x5 M1120 = 29 28 27 26 � 25 24 3x5 MII20 = 3x6 M1120 = 7x8 M1120 = 5x6 M1120 — 34MI120 11 6x8 MI120 = 3x6 M1120 = This truss is NOT symmetric. Proper orientation is essential. B-0.0 11-1.0 18-6-0 26-0-0 34-0-0 ' 8-0-0 ' 3-1-0 7-5-0 7-6-0 8.0-0 Plate Offsets X Y : 2:0-240-1-8 3:0-5-0 Ed a 21:0-5-0 Ed a 22:0-2-4 0-1-8 27:0-3-8 0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates increase 1.25 TC 0.73 Vert(LL) 0.1422-24 >999 360 M1120 249/190 -TCDL 7.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.24 2-29 >533 240 BCLL 0.0 Rep Stress Incr NO WB 0.72 Horz(TL) 0.03 22 n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 194 Ito FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-11 oc purlins. Except: BOT CHORD 2 X 4 SYP M 30 1 Row at midpt 8-21 WEBS 2 X 4 SYP 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 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 0-8-0. (lb) - Max Horz 2=-154(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-393(LC 3), 27=1384(LC 5), 26=-1697(LC 4), 22=711(LC 4) Max Grav All reactions 250lb or less atjoint(s) except 2=468(LC 7), 27=1805(LC 1), 26=2446(LC 1),22=882(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-524/345, 3-5=-510/774, 5-7=-736/1100, 7-8=-736/1100, 8-1 0=-736/1 100, 10-12=-736/1100, 12-13=-736/1100, 13-15=-736/1100, 15-16=-736/1100, 16-18=736/1100, 18-20=-1733/1453, 20-2 1 =-1 73311453, 21-22=-1859/1334, 4-6=-140/290, 6-9=99/356, 9-11=521411, 11-14=1231474, 14-17=-45/344, 17-19=93/279 BOT CHORD 2-29=-342/438, 28-29=-282/344, 27-28=-282/344, 26-27=-688/581, 25-26=-354/461, ` 111111111111 , ►� �1 RF ��j ��� �Q •J� •,� G �i 24-25=-354/461,22-24=-1144/1704 ee \�,•• \C N 5'� •. sr WEBS 3-29=-523/811, 3-27=-145211126, 5-27=-526/667, 5-26=482/421, 13-26=-832/710, :eQ� •'\ �� 18-26=-1876/1617,18-24=-1020/1544, 4-5=-440/524, 19-20=-238/314, 14-15=-472/441 NOTES 1) Unbalanced roof live loads have been considered for this design. .. k .• / : i`ti� 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=14ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 o %' c b 3) Provide adequate drainage to prevent water ponding. L : S `AT E O F : 4) All plates are 2x3 M1120 unless otherwise indicated. �✓ 41 • 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • A, O P••• \� 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 site �40 O R j. • • between the bottom chord and any other members. • `Q) eee ��9 S>' • 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 393 lb uplift at joint 2, 1384 lb uplift at joint 27, �\ ee 1697 lb uplift at joint 26 and 711 lb uplift at joint 22. � fIO 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 641 lb down and 518 lb up at 26-0-0, and 641 lb down and 518 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of ( �, Cert. others. I F `— 6634 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). July 26,2011 Continued on page 2 ® WARNING- Vert, f J dt ign pa f ers and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE M!I-7473 — 10-'08 BEFORE USE, ��� Design valid for use only with MiTek connectors. This design is based any upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown r. is for lateral support of individual web members only. Additional temporary bracing to insure stab7ly during construction is the responsibility of the Mete erector. Additional permanent bracing of the overall structure 6 the responsibility of the building designer. For general guidance regarding rowin,r. rcnroA..• fabrication, quality control- storage, delivery, erection and bracing, consult ANSI/TPil Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Informagan available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610-4115 312 Type lQty I Ply I Carlton w/ Sitting - w/ Front Porch T4133905 Chambers Truss Inc.. Fort Pierce FI. 34982 7.260 is May 112011 MiTek Industries, Inc. Tue Jul 26 10:22:13 2011 ID: etClcxC3i: LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=54, 21-23=-54, 2-29=-20, 24-29=-47(F=-27), 22-24=-20, 3-1 1=-126(F=-72),11-21=-126(F=-72) Concentrated Loads (lb), Vert: 29=641(F) 24=-641(F) 1 �tt1111ttlt! .�4�\'•��G•E SF•G.9'L �• fir; �cc OF 4 °+,•�piestQ N A - E� `aa�. ° IBt111a FL Cert. 6634 July 26,2011 WARNIM-Verify desigrr parctmaters and READ NOTES ON TRISAND TWL UDED MTEK REFERENCE PAGE MCI-7473 nea. 10-VS BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability, of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingvowan.o vcwrapra fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1Pi1 Quality Criteria, DSB-BP and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, Fl- 33610-4115 Job Truss Truss Type Qty Ply Carlton w/ Sitting - w/ Front Porch T4133906 01312 GRB HIP 1 2 Job Reference (optional) Chambers Truss Inc., Fart Pierce FI. 34982 7.250 s May 112011 MiTek Industries, Inc. Tue Jul 2610:22:14 2011 Page ID:SrRaEyyrg04M78G4raWBLWyuFUJ-mBnxPGUwIJXXsyoSueVztgznw fEhg9myjSn?DyuEZ •1-0-Or 7-0-0 13-8-9 20-3-7 27-0-0 i 34-OA 3�50 } 6-6-13 - Scale = 1:59.3 4.00 12 6x10 % 3x4 = 5x6 WB = 2x3 I I 6x10 3 4 5 6 7 m r I� 0 0 3x8 = 15 14 13 12 11 10 3x8 = 2x3 I I 4x6 — 3x5 = 3x10 = 4x6 = 2x3 II 7-0-0 13-8-9 20-3-7 27-0-0 34-0-0 7-0-0 6-8-9 6-6-13 6-8-9 7-0-0 Plate Offsets KY): : 3:0-5-0 0-2-0 5:0-3-0 Ed a 7:0-5-0 0-2-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) 0.75 12-13 >537 360 MT20 244/190 -TCDL 7.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -1.05 12-13 >382 240 BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(TL) 0.20 8 n/a n/a BCDL 10.0 Code FBC2007rrPI2002 (Matrix) Weight: 297 lb FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-7 oc purlins. BOT CHORD 2 X 4 SYP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-12 oc bracing. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=2579/0-8-0 (min. 0-1-8), 8=2579/0-8-0 (min. 0-1-8) Max Horz 2=-77(LC 6) Max Uplift 2=-1 908(LC 3), 8=-1908(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6946/4938, 3-4=-9453/6783, 4-5=9452/6781, 5-6=-9452/6781, 6-7=-9452/6781, 7-8=-6946/4939 BOT CHORD 2-15=-4607/6500, 14-15=-1627/6543, 13-14=-4627/6543, 12-13=-6661/9453, 11 -1 2=-4571/6543, 10-11 =-4571/6543, 8-1 0=-4551/6501 WEBS 3-15=328/694, 3-13=-2239/3221, 4-13=-792/830, 6-12=-772/821, 7-12=-2236/3220, 7-10=328/695 NOTES ,tti�t1111d1dr 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Ad Or Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. �> Bottom chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. se \\� .• �• (j @ '• l ••• Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. ;� !, 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply o — connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. �i '%" =' 4) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=14ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 Cc 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for 10.0 bottom live load live loads. S, AT E OF :• a psf chord nonconcurrent with any other ,'� . +This i 7) truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit �'• between the bottom chord and any other members..�( Q • \ea R +•' �? ee 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1908 lb uplift at joint 2 and 1908 Ib uplift at 'j� • 0joint B. rrs 9) Girder carries hip end with 7-0-0 end setback. rO N a'!�'`,`4 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 475 lb down and 384 lb up at 27-0-0, and 475 lb down and 384 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. FL Cert. 6634 LOAD CASE(S) Standard July 26,2011 Continued on page 2 WAPWM - VeriiA design ptir—e— and READ NOTES ON TRISAND INCLUDED AHTEK REFERENCE PAGE JW-7473 rev. 10-`O8 DEFORE USE, ��� • Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for an individual building component. =^•�i��^ Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` erector. Additional permanent bracing of the overall structure 8 the responsibility of the building. designer. For general guidance regarding .o a w. fabrication, quality control, storage, delivery, erection and bracing, consult AN5I/TPI1 Quality Cdteda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informa8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610.4115 Job IU111312 Truss GRB Truss Type HIP pty 1 Ply Z Carlton w! Sitting - w/Front Parch T4133906 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.250 s May 112011 MiTek Industries, Inc. Tue Jul 2610:22:14 2011 Page ID:SrRaEyyrg04M78G4ra WBLWyuFUJ-m8nxPGUwIJXXsyoSueVztgznw_fEhg9myjSn7DyuEZ LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=54, 3-7=-113(F=-59), 7-9=54, 2-15=-20, 10-15=-42(F=-22), 8-10=-20 Concentrated Loads (lb) Vert: 15=475(F) 10=475(F) fjls-3 16 •� � ;y 8T'AT E O F • G • 441 O i O �0`°°,♦ N M- �111111111110 FL Cert. 6634 July 26,2011 A WARNING - VerYfil design parameters and READ NOTES ON TNISAND INCLUDED MITRK REFERENCE PAGE MII.7473 reo. 10-'03 BEFORE USE. Design valid for use only with M1ek connectors. This design B based only upon parameters shown, and is for an individual building component. Applicability of design parameniers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek' erector. Addi support permanent bracing of the overall structure is the responsibility of the building designer. Por general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPiI QuaW Crtterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610-4115 312 Type )TRUSS Carlton w/ Sitting - w/ Front Porch T41 Chambers Truss Inc., Fort Pierce FI. 34982 7.250 s May 112011 MiTek Industries, Inc. Tue Jul 26 10:22:15 2011 ID:x1?zSlzTbJCDIIrGPH1 QukyuFUI-ELLKccVY2cfOU6NeSLOCQ2W510BLQPTwBNBP 1-0-0 1-0-0 1-0.0 3x4 = Scale = 1:6.2 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2007fTP12002 CS1 TC 0.17 BC 0.01 WB 0.00 (Matrix) DEFL in Vert(LL) -0.00 Vert(TL) -0.00 HOrz(fL) -0.00 (loc) I/deft L/d 2 >999 360 2 >999 240 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 5 lb FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation REACTIONS (lb/size) 2=125/0-8-0 (min. 0-1-8), 4=9/Mechanical, 3=-8/Mechanical Max Horz 2=53(LC 3) Max Uplift2=-176(LC 3), 3=-8(LC 1) Max Grav 2=125(LC 1), 4=18(LC 2), 3=31(LC 3) Refer to MiTek "TOE -NAIL" Detail for connection to supporting carrier truss (typ all applicable jacks on this job) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-06; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=14ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 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 capable of withstanding 176 lb uplift at joint 2 and 8 lb uplift at joint 3.O plate F� LOAD CASE(S) Standard \ r•E P • r • r TE OF :moo •� ,,�' ;�< � P ,• \� tie sP�S p�,• R `� N AI 'O 111111 FL Cert. 6634 July 26,2011 WARMNG - V& flj design p—e — and READ NOTES ON 17116AND WL UDED DII7'Erf REFERENCE PAGE Afff-7473 rrn. 10-'OS BEFORE USE. F Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown -•Y is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding . Fo m P fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/711 Quality Criterlo, DSB-89 and 6CS16u9ding Component 6904 Parke East Blvd. Safety Informatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33510-4115 ob Truss Truss Type Qty, Ply Carlton w/ Silting - w/ Front Porch T4133908 /N1312 J2 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.250 s May 112011 MiTek Industries, Inc. Tue Jul 2610:22:15 2011 Page ID:xt?zSlzTbJCDIIrGPH 1 QukyuFU I-ELLKccVY2cfOU6NeSL00O2W52OBbQPTwBNBKYfyuEZI 1-0-0 2-0-0 1-0-0 2-0-0 Scale = 1:7.9 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2007/TPI2002 CSI TC 0.17 BC 0.06 WB 0.00 (Matrix) DEFL in Vert(LL) -0.00 Vert(TL) -0.00 Horz(TL) -0.00 (loc) I/dell Ud 2 >999 360 2-4 >999 240 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 8 lb FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer I sta la to uide REACTIONS (lb/size) 2=145/0-8-0 (min. 0-1-8), 4=19/Mechanical, 3=36/Mechanical Max Horz 2=74(LC 3) Max Uplift2=-165(LC 3), 3=-35(LC 4) Max Grav 2=145(LC 1), 4=39(LC 2), 3=36(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=14ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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 165 lb uplift at joint 2 and 35 lb uplift at joint 3. ,�� 1 O , �f., LOAD CASE(S) Standard FL Cert. 6634 July 26,2011 A WARNING - Verify design parmnete,s and READ NOTES ON THIS AND MCLIMED MTEKREFERENCE PAGE MR-7473 n , ZO-V8 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design parameniers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown MiTek' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the IYI(te.. k• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding poweR.e PCRmR.a• fabrication, quality control- storage, delivery, erection and bracing, consult ANSI/TPiI Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 312 Type )TRUSS Carlton w/ Sitting -w/ Front Porch T41 Chambers Truss Inc., Fart Pierce FI. 34982 7.250 s May 11 2011 MiTek Industries, Inc. Tue Jul 26 10:22:16 2011 Page ID:PDYLfd 5MdK4MSQTz7ZfRxyuFUH-iXuipyWApwoF5Gxg03XSyF2ERoW79si3Q1xu46yuEZl 3-0-0 ' Scale = 1:9.6 3x4 = LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2007fFP12002 CSI TC 0.26 BC 0.12 WB 0.00 (Matrix) DEFL in Vert(LL) -0.00 Vert(TL) -0.01 Horz(TL) -0.00 (loc) I/dell L/d 2-4 >999 360 2-4 >999 240 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 11 lb FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 1 D-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installaijon guide, REACTIONS (lb/size) 3=53/Mechanical, 2=187/0-8-0 (min. 0-1-8), 4=26/Mechanical Max Horz 2=94(LC 3) Max Uplift3=-52(LC 3), 2=-205(LC 3) Max Grav 3=53(LC 1). 2=187(LC 1), 4=53(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=14ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 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 52 lb uplift at joint `t%J11111111111 3 and 205 lb uplift at joint 2. �� 1 O , I LOAD CASE(S) Standard FL Cert. 6634 July 26,2011 A WARMM-Vaif}j dtsigapararndem and READNOTES ON TE7SdND INCLUDED MI TEKREFERENCEPdGEMl7-7473 rev. 10-'03 BEFORE USE. ����¢ Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. j�.j'!�C Applicability of design poramenters and proper incorporation of component 1s responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilrity of the MiTek` erector. Add! tonal permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ro..iw-ron. . fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Bunding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610-4115 ob Truss Truss Type Qty Ply Carlton w/ Sitting -w/ Front Porch T413391 711312 J4 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7,250 s May 112011 MiTek Industries, Inc. Tue Jul 26 10:22:16 2011 Pag ID:PDYLfd_5MdK4MSQTz?ZfRxyuFU H4XuipyWApwoF5GxgO3XSyF2ERoUM9si3Q 1 xu46yuE 4-0-0 4-0-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 3x4 = SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2007/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 Scale = 1:11.2 CSI DEFL in (loc) I/deft L/d PLATES GRIP TC 0.26 Vert(LL) -0.01 2-4 >999 360 MT20 244/190 BC 0.22 Vert(TL) -0.03 24 >999 240 WB 0.00 Horz(TL) -0.00 3 n/a n/a (Matrix) Weight: 14 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation gui REACTIONS (lb/size) 3=85/Mechanical, 2=219/0-8-0 (min. 0-1-8), 4=36/Mechanical Max Horz 2=115(LC 3) Max Uplift3=-91(LC 3), 2=-217(LC 3) Max Grav 3=85(LC 1), 2=219(LC 1), 4=73(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=14ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 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 91 lb uplift at joint 3 and 217 lb uplift at joint 2. LOAD CASE(S) Standard �.. • � Sri (�1� �b1 6 F/ STAT E O F ` s`s�� N A1- �• �!llDttlllil� FL Cert. 6634 July 26,2011 IAARN/NG • Ve - flj design p.—.d— and READ NOTES ON THIS AND INCLUDED AIITEK REFERENCE PAGE M!I-7473 ,vv. 10-VS BEFORE USE, Design valid for use only with MiTek connectors. This design 6 based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during MiTek' construction is the responsibility of the t iTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Powxg,o P•n,n fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPiI Quality Criteria, DSB-89 and BCSI Bundling Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610-4115 Job (Truss Truss Type Qty Ply Carlton w/ Sitting -w/ Front Porch T4133911 01312 JS MONO TRUSS 4 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.250 s May 112011 MiTek Industries, Inc. Tue Jul 26 10:22:17 2011 Page' LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 1-0-0 5-0.0 3x4 = SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2007frP12002 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 Scale = 1:12.9 CSI DEFL in (loc) I/dell Ud PLATES GRIP TC 0.39 Vert(LL) -0.03 2-4 >999 360 MT20 244/190 BC 0.36 Vert(TL) -0.07 2-4 >809 240 WB 0.00 Horz(TL) -0.00 3 n/a n/a (Matrix) Weight: 17 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation 'de REACTIONS (lb/size) 3=114/Mechanical, 2=254/0-8-0 (min. 0-1-8), 4=46/Mechanical Max Horz 2=136(LC 3) Max Uplift 3=-127(LC 3), 2=-233(LC 3) Max Grav 3=114(LC 1), 2=254(LC 1), 4=93(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=14ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 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 127lb uplift at joint 3 and 233lb uplift atjom 2. LOAD CASE(S) Standard Si`ATE OF O R E�ee% FL Cert. 6634 July 26,2011 L IAARM,NG - Ver4fy design pa neters and READ NOTES ON THISAriDINCL EMED MITEK REFERENCE PAGE M7-7473 rvn•. IO-'OS BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. . Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the IYIiTek" erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding rowca.a Pawr ... fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrBerla, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 33610-411 ob Truss Truss Type Qty Ply Carlton w/ Sitting - w/ Front Porch T4133912 M1312 J6 MONO TRUSS 4 1 Job Reference o tionai Chambers Truss Inc., Fort Pierce FI. 34982 7.250 s May 112011 MiTek Industries, Inc. Tue Jul 2610:22:17 2011 Page ID:lP6jtzj7xSx c fXi4uz9yuFUG-BjS41lWoaEw6jQW1am2hVTbKNBI[uJyDehgRcYyuEZ ii 1-0-0 + 6-0-0 i 1-0.0 6-0-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 3x4 = SPACING 2-0-0 CSI Plates Increase 1.25 TC 0.63 Lumber Increase 1.25 BC 0.53 Rep Stress Incr YES WB 0.00 Code FBC2007rrP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 REACTIONS (lb/size) 3=143/Mechanical, 2=289/0-8-0 (min. 0-1-8), 4=56/Mechanical Max Harz 2=157(LC 3) Max Uplift 3=-161(LC 3), 2=-250(LC 3) Max Grav 3=143(LC 1), 2=289(LC 1). 4=113(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:14.5 DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.06 2-4 >999 360 MT20 244/190 Vert(TL) -0.15 2-4 >450 240 Horz(TL) -0.00 3 n/a n/a Weight: 20 lb FT = 0% 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=14ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 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 161 lb uplift at joint 3 and 250 lb uplift at join 2. LOAD CASE(S) Standard t ' `r{{i1lBBtBBJ� ' P � - ..... I ® �Le-31 6 1 y d � Zi r y • � �[w'//lam I.33�l Sl�`ATE OF 0 N A' FL Cert. 6634 July 26,2011 1AARWNG - Veri, f1j drsegrt parameters and READ N07ES ON TfIIS AND INCLUDED M7-EK REFERENCE P80E MI.7473 nev. 20-V8 BEFORE USE. ' Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component.MIN Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown � q ' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the I VI i ls eke erector. Additional permanent bracing of the overall structure is the responsibility of the buildng designer. For general guidance regarding „ ,o fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIT Quality CrBeda, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610-4115 1312 Type ) TRUSS Ply I Carlton w/ Sitting -w/ Front Porch T41339131 Chambers Truss Inc., Fort Pierce FI. 34982 7.250 s May 112011 MiTek Industries, Inc. Tue Jul 2610:22:18 2011 Page ID:tP6jtzj7xSx_c_fXi4uz9yuFUG-fwDSEeXRLX2zLa5D7TZwl g8ZOb2ndmCMtLQ_8_yuEZ; 1-0.0 7-0-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 3x4 = SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2007rrP12002 LUMBER TOP CHORD 2 X 4 SYP M 30 BOT CHORD 2 X 4 SYP No.3 Scale: 314"=l' CSI DEFL in (loc) Well L/d PLATES GRIP TC 0.38 Vert(LL) -0.12 2-4 >688 360 MT20 244/190 BC 0.74 Vert(TL) -0.29 2-4 >275 240 WB 0.00 Horz(TL) -0.00 3 n/a n/a (Matrix) Weight: 23 lb FT = 0% 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation u' e REACTIONS (lb/size) 3=172/Mechanical, 2=324/0-8-0 (min. 0-1-8), 4=66/Mechanical Max Horz 2=178(LC 3) Max Uplift3=194(LC 3), 2=-269(LC 3) Max Grav 3=172(LC 1), 2=324(LC 1), 4=133(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=14ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 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 194 lb uplift at joint 3 and 269 lb uplift at join 2. LOAD CASE(S) Standard t + F rr ,�\c E NSA ® y • � VF�/� ' // • tl.. by n S IjAT E O F All trl�>ter' FL Cert. 6634 July 26,2011 WARNING - Ve iflj d.iga paramet eJ artd READ NOTES ON THIS AND INCLUDED Pff=REFERENCE PAGE MI-7473 ne , I0-'08 BEFORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown MiTek' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the iV I lek• erector. Addi1tional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding vowcn.o Pcnro rc fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/iPil Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610-4115 1312 Type )TRUSS Ply I Carlton w/ Sitting -w/ Front Porch T41339141 Chambers Truss Inc., Fort Pierce FI. 34982 7.250 s May 112011 MiTek Industries, Inc. Tue Jul 2610:22:18 2011 Page ID:tP6jtzj7xSx_c fXi4uz9yuFUG-fwOSEeXRLX2zLa5D7TZwlg8Z6b9kdmCMtLC_9yuEZ F M-0 1-0-0 8-0-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 3x4 = SPACING 2-0-0 Plates Increase 1.26 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2007,7P12002 LUMBER TOP CHORD 2 X 4 SYP M 31 BOT CHORD 2 X 4 SYP M 31 Scale=1:17.7 CSI DEFL in floc) I/deft Ud PLATES GRIP TC 0.37 Vert(LL) -0.15 2-4 >613 360 MT20 2441190 BC 0.29 Vert(TL) -0.37 2-4 >245 240 WB 0.00 Horz(TL) -0.00 3 n/a n/a (Matrix) Weight: 26 lb FT = 0% 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ide REACTIONS (lb/size) 3=200/Mechanical, 2=360/0-8-0 (min. 0-1-8), 4=76/Mechanical Max Horz 2=199(LC 3) Max Uplift3=-227(LC 3), 2=-288(LC 3) Max Grav 3=200(LC 1), 2=360(LC 1), 4=153(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=14ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 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 227 lb uplift at joint 3 and 288 lb uplift at join 2. LOAD CASE(S) Standard t ++,1111111l11//�t ..E N •Alri i sYAT E O F • : �/ "...OR ..OR , 0NA'E�++ r,lI11 A WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED 119=REFERENCE PAGE M-7473 rw. 10-VS BEFORE ETSE, Design valid for use only with Wek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component isresponsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibirity of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and 6C51 Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. FL Cert. 6634 July 26,2011 11111` MiTek" Paw6Am n[RIaFM.' 6904 Parke East Blvd. Job Truss Truss Type Qty Ply Carlton w/ Silting - w/ Front Porch T4133915 M11312 KJ7 MONO TRUSS 2 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.250 s May 112011 MiTek Industries, Inc. Tue Jul 2610:22:19 2011 Page ID:Lcg54J?LuEancmZr4Qb7WMyuFUF-76aqS_Y36rAqyjgPhB59augIN?UGMAPV6?9YhQyuEZ 6-11-1 9-10-1 1-SO 6-11-1 2-11-0 Scale = 1:20.8 4 2.83 12 3x4 3 8 2 LLJ cell 7 6 2x3 II 5 3x4 = 3x4 = 6-11-1 9-10-1 6-11-1 2-11-0 Plate Offsets X Y : 6:0-040-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.28 Vert(LL) -0.04 2-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.11 2-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix) Weight: 38 lb FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=108/Mechanical, 2=38810-11-5 (min. 0-1-8), 6=474/Mechanical Max Horz 2=213(LC 3) Max Uplift4=-126(LC 3), 2=-322(LC 3), 6=-284(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-765/357 BOT CHORD 2-7=-493/718, 6-7=-493/718 WEBS 3-7=0/284, 3-6=-836/574 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=14ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 Thisbottom l ilive la ``' 19O rR Ir•'♦♦ load of 20.Opsf onthe bottom chord n all areas where arectangle 3-6-0 3) Tlhis truss has been designed forel tall by 2-0-0 wide will fit J' between the bottom chord and any other members. `�.�` \Q .... ♦♦� 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing capable of withstanding 126 lb uplift at joint ��� X\ N 4, 322 lb uplift atjoint 2 \ SF•' plate Q�.'� and 284 lb uplift at joint 6. _ ���� °• 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOADCASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pl ;( SYXT E OF �' (U Vert: 1-8=-54 * (U , Trapezoidal Loads (pif) Vert: 8=0(F=27, B=27)-to-4=-133(1`=-39, B=-39), 2=-2(F=9, B=9)-to-5=-49(F=-15, B=-15) s . �1 °• A' ©,•'� Q R> �� FL Cert. 6634 July 26,2011 WARNING- Verffy cf—ign pa—netem and READ NOTES ON 7711SAND INCLUDED AUTEKREPERENCE PAGE MR-7473 ,w. 10.'08 BEFORE USE, R Design valid for use only wish MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown jjjji�•••i-irL p is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilrity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding powaa m pcavoR.r.• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Cdleda, DSlI and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Carlton w/ Sitting -w/ Front Porch M11312 KJ8 MONO TRUSS 2 1 T4133916 Jab Reference o tional Chambers Truss Inc., Fort Pierce FI. 34982 7.250 s May 11 2011 MiTek Industries, Inc. Tue Jul 2610:22:20 2011 Page ID: Lcg54J?LuEancmZr4Qb7 WMyuFU F-bl8DfKZht9lhatFcFucO75DvhPpO5aRfKfv5Dtyu -1-5-0 7-3-4 11-3.0 1-5-0 7-3-4 3.11-12 - Scale = 1:20.5 4 2.83 12 3x4 3 8 2- 7 6 2x3 II 3x4 = 5 3x4 = 7-3-4 11-3-0 7-3-4 3.11-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.05 2-7 >999 360 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.14 2-7 >906 240 BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix) Weight: 44 Ito FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SYP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP M 30 BOT CHORD Rigid ceiling directly applied or 8-5-15 oc bracing. WEBS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ou'de. REACTIONS (lb/size) 4=202/Mechanical, 2=480/0-11-5 (min. 0-1-8), 6=563/Mechanical Max Horz 2=270(LC 3) Max Uplift4=-229(LC 3), 2=-373(LC 3), 6=-318(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1118/560 BOT CHORD 2-7=746/1060, 6-7=-746/1060 WEBS 3.7=0/331, 3-6=-1164/819 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=14ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 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 ► t I ►���` between the bottom chord and any other members. ,�ti�>I �� 1 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 229 lb uplift at joint 4, 373 lb uplift atjoint 2 ma`s \� • • G E N •, SF�'. and 318 Ito uplift at joint 6. 6) 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 m # • k 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) r ,� �� Vert: 1-8=-54 •* 'l SCAT E OF Trapezoidal Loads (plf) �, Vert: 8=0(F=27, B=27)-to-4=-152(F=-49, 13=49), 2=-2(F=9, B=9)4o-5=-56(F=-18, B=-18) ®F, ,{�'.• A` C? . ss N A` 1� 0" FL Cert. 6634 July 26,2011 A WARRING- VnIh design parameters and READ NOTES ON 7271S AND INCLUDED 9IITEKREFERENCE PAGE MII-7473 lea. 10-'OS BEFORE USE, e Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown `p�;� is for Ioterai support of individual web members only. Additional temporary bracing to insure stabTty during construction Is the responsibilrity of the IV I I IPi k( erector. Addi ional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding . viw.nwr<. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality CrItedo, DSII-89 and SCSI Building Component 6e04 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa. FL 33610.4115 Symbols 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. For 4 x 2 orientation, locate plates 0-'nd' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available In MITek 20/20 soBware or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS CI-2 C2-3 o WEBS c� 4 O 3 Aga 3 O a- U U O � O C7-8 C6-7 C5-6 � BOTTOM CHORDS 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: Indicated by symbol shown and/or ESR-131 1, ESR-1352, ER-5243, 9604B, by text in the bracing section of the 95-43, 96-31, 9667A output. Use T, I or Eliminator bracing NER-487, NER-561 if indicated. 95110, 84-32, 96-67, ER-3907, 9432A BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. 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., © 2006 MiTekO All Rights Reserved POWER To PERFaRM." MiTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 J General , y - 1111111 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 T, I, or Eliminator 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 puriins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. 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. TYPE OF SURVEY: BOUNDARY PLOT PLAN U C TIE IN FINAL I TOPOGRAPHIC COMPLETED ON: 2-02-12 DESCRIPTION: SURVEYORS NOTES: BEING ALL OF 13950 CANCUN AVENUE, 30 1. UNLESS OTHERWISE NOTED ONLY PLATTED EASEMENTS ARE OF THE UNRECORDED PLAT OF FAIRWAYS SHOWN HEREON. OF ST. LUCIE COUNTY, FLORIDA. 2. NO UNDERGROUND UTILITIES OR IMPROVEMENTS WERE LOCATED UNLESS OTHERWISE SHOWN. 3. THIS SITE LIES WITHIN FLOOD ZONE "X", ACCORDING TO Z — II THE FLOOD INSURANCE RATE MAP, COMMUNITY PANEL NO. ABBREVIATIONS: AB AB LU 12111 CO065 F , EFFECTIVE DATE JUNE 30, 1999. � 4. FLOOD ZONE SHOWN HEREON IS AN INTERPRETATION BY THE =FINISHED FLOOR ELEVATION FFEy 0 I+.i SURVEYOR AND IS PROVIDED AS A COURTESY. THE FLOOD R/W = RIGHT—OF—WAY ZONE SHOULD BE VERIFIED BY A DETERMINATION AGENCY. R = RADIUS OF CURVE = V 5. BEARINGS SHOWN HEREON ARE REFERANCED TO THE L = LENGTH OF CURVE 15 a N CENTERLINE OF CANCUN AVENUE HAVING AN ASSUMED SF = SQUARE FOOT BEARING OF EAST, ACCORDING TO THE UNRECORDED PLAT A = DELTA OF CURVE OF FAIRWAYS, OF ST. LUCIE COUNY, FLORIDA 6. NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED 30 SEAL OF A FLORIDA LISCENSED SURVEYOR AND MAPPER. 7. THIS IS A SPECIFIC PURPOSE SURVEY FOR THE PURPOSE OF LOCATION AND ELEVATION OF FORMBOARDS. BOUNDARY LINES SHOWN HEREON ARE FOR GRAPHICAL PURPOSES ONLY. 5 R=39.03' �=032037'33 L=22.23' CANCUN AVENUE 20' PAVED ROAD 35.13 PERMIT #: //0 7- 0l 9 3 St. L le �i�' Date' prove EXISTING N89'58'52"E W 90.77' w o O f7� �•9 55.02' LN U �o j 55' A OFR FORMS P mr�. �a M N >3 e' ELEVATION=26943�R O 10.s1' 1.98' ABOVE EDGE M r— m OF PAVEMENT CV O 60.99, o O N `�' N90'00'00"W ao 11 112.59' EXISTING RECE-EVED FEB 0 3 2012 Public VV-1ks St. Lucie County, FL. 13950 CANCUN AVENUE LAST FIELD DATE: 2-02-12 SCALE: 1 "=30' ALEXANDER J. PIAZZA PSM, INC. WYNYNCERTIFIED T0: NE BUILDING''CpRxPORATIONr- DATE: 2-02-12 Surveying " Mapping " Consulting 619 SW Biltmore Street DRAWN: CJM*LLJBEf Port St. Lucie, Florida 34983 I hereby certify that the survey shown herecn is true and JOB NO.: Phone: (772) 340-7770 correct and -is based on actual measeurementc, taken in the Fax• (772) 340-2250 field. This survey meefpttihLi nimm Technical Standards 1I2-1I2687280 of Chapter 61G17•Fioridd__4dmi,gi;strativgC odp. DATE: REVISIONS: _ ALEXANRFR J. PIAZ Professional Surveyor do Mapper FB P : _ Florida Certificate No.: 6330 K:\BUILDERS\DWG2012\DWG\12-1268.dwg, 2/2/2012 2:29:48 PM