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HomeMy WebLinkAboutPROJECT INFORMATIONa" it$ FORM R405 2017 \ FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method T 10 Project Name: SEDONA DEVELOPMENT 315MI65 Builder Name: Street 3155-3165 MORNINGDEW LANE Permit Office: ST. LUCIE COUNTY City, State, Zip: FT. PIERCE, FL, Permit Number. Owner. Jurisdiction: Design Location: FL, Fort Pierce County:: St Lucie (Florida Climate Zone 2 ) 1. New construction or existing New (From Plans) 9. Wall Types(6420.0 sgit:) Insulation Area 2. Single family or multiple family Multi -family a. Concrete Block- Int Insul, Exterior R=4.1 6420.00 ft2 3. Number of units, if multiple family 6 b. N/A R= ft2 4. Number of Bedrooms 12 c. WA d, N/A R= ft2 G. Is this a worst case? No 10.Calling Types (4046.0sgft.) R- fF Insulation Area 6. Conditioned floor area above grade (ft2) 4044 a. UnderAttic'(Vented) b, N/A R=30.0 4046.00 ft2 R- ft2 Conditioned floor area below grade (ft2) 0 a N/A R= ft2 7. W1ndows(390.0 sgfL) Description Area 113 additional duct system(s) 6 135 a. U-Factor. Dbl, U=0.65 240.00 ft' b. Sup: Attic, Rat: Attic, AH: UNIT 1 6 135 SHGC: SHGC=0.25 . G. Sup: Attic, Ret Alto, AH: UNIT 1 (see detail b. U-Factor. Dbl, U=0.60 150.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 18.8 SEER:16.00 c. U-Factor. WA fl2 b. Central Unit 18.8 SEER:16.00 SHGC: 3 additional cooling systems (see details) d. U-Factor. N/A ft2 13. Heating systems kBtu/hr Efficiency SHGC: a. Electric Strip Heat 17.0 COPA.00 Area Weighted Average Overhang Depth: 1.000 ft. b. Electric Strip Heat 3 additional heating systems 17.0 COPA.00 (see details) Area Weighted Average SHGC: 0.250 14. Hot water systems 8. Floor Types (4044.0 sqft.) Insulation Area a. Electric SCANNED Cap: 40 gallons a. Stab -On -Grade Edge Insulation R=0.0 4044.00 ft2 b. N/A b. Conservation featu BY EF: 0.950 Vt. R= ft c. WA None Lucie County R= ft2 15. Credits CF, Pettit Glass/Floor Area: 0.096 Total Proposed Modified Loads: 151.77 PASS Total Baseline Loads: 157.42 1 hereby certify that the plans and specifications covered by this calculation are in Review of the plans and �gtiE Sp compliance with the Florida Energy specifications covered by this Cade. calculation indicates compliance Y. PREPAItnat with the Florida Energy Code. Before :e- r DATE: construct! on is completed this building will be inspected for u°f compliance with Section 653.908 * I hereby tl r , as designed, Is In compliance with the Florida Statutes. e '�+ WEOWNER DATE: BUILDING OFFICIAL: DATE: - vwmpeauve requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as bertified factory -sealed In accordance with R403.3.2.1. - Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an envelope leakage test report with envelope leakage no greater than 7.00 ACH50 (R402.4.1.2). 4/26/2018 9:08 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 1 of 6 FORM R405-2017 PROJECT Title: SEDONA DEVELOPMENT 3 Bedrooms: 12 Building Type: User Address Type: Street Address Owner Name: Conditioned Area: 4044 Lot# # of Units: 6' Total Stories: 1 Block/Subtlivision: Builder Name: Worst Case: No PlatBook: Permit Office: ST. LUCIE COUNTY Rotate Angle: 0 Cross Ventilation: No Street: 3155-3165MORNINGD County. Lucie Family Type: Multi -family Whole House Fan: No City, State, Zip: S Fr. FT. PIERCE, New/Existing: New (From Plans) FL, Comment: CLIMATE Design Location Design Temp TMY Site Int Design Temp Heating Design Dally Temp 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Fort Pierce FL VERO SEACH_MUNI 39 90 70 75 299 62 Low BLOCKS Number Name Area Volume 1 Blockl 68s 6880 2 Block2 667 6870 3 Block3 667 6670 4 Block4 1334 13340 5 _ Block6 688 6880 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 UNIT 1 686 6880 Yes 2 2 1 Yes Yes Yes 2 UNIT 667 6670 No 2 2 1 Yes Yes Yes 3 UNIT 3 667 6870 No 2 2 1 Yes Yes Yes 4 UNIT 4 AND 5 1334 13340 No 2 4 1 Yes Yes Yes 5 UNIT 688 6880 No 2 2 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter Perimeter R Value Area Joist R-Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio UNIT 1 125 it 0 668 ft2 _ 1 0 0 2 Slab -On -Grade Edge Insulatio UNIT 2 125 it 0 667 fP _ 0 0 1 3 Slab -On -Grade Edge Insulatio UNIT 3 125 ft 0 667 ft2 1 0 0 _ _4 Slab -On -Grade Edge Insulatio - UNIT 4 AND 5 250 it 0 1334 ft _ 1 0 0 5 Sla"n-Grade Edge Insulatio UNIT 6 125 it 0 668 112 1 0 0 4/26/2018 9:08 AM EnergyGauge® USA - FleRes2017 Section R405.4.1 Compliant Software Page 2 of 6 rj I O * y m Z* y)r m ZO{ * m m z :I z z mI m z � m �mI �:E � n o a c) o g c) WWmwmwWmmmwmWmwmwmwm it C C=W E E N E N E N W c N c N c N c W c N c W c c W c N c C z C Z z C Z Z Z '� Z "'I Z C Z C Z C Z C z C Z c z C z C z C z C Z C z C z O O O O A A A A A A A A A A A A A A A A A :b. A A d J J d J a J d J a J d J a d J g O O O O O O O O O O O O O O O O O O O O 0 0 0 0 0 0 0 90 0 0 0 0 0 0 0 0 0 O O O O O O O O O O O O O O O O O O O O 0 0 0 0 0 0 0 0 0 0 m 0 0 0 0 0 0 0 0 O O O 0 O O O O O 0 O O O O O O 0 0 0 0 0 0 0 0 Pp o 0 0 0 0 0 0 o p 0 0 c C1 li. 1l1 li, VI {11 lit 1f, li. li, fJ. 11, lii 111 lii In liN li, N N N O O O O O O O O O O O O O O O O O O O O N A W N a lip z z z z z J J J d d Qm ggw gW ¢O m m W W .yW.ym p 0 a O 0 a J a d d o �o. a 9k f0J1 N O V W N Q I 0 W S 0 O 51s n m 6 Si o e O y Z18 W jam FORM R405-2017 DOORS # Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 N Insulated UNIT 1 None .37 3 6 8 20 ft 2 N Insulated UNIT None .37 3 - 6 8 20ft' 3 S Insulated UNIT 3 None .37 3 6 8 20 ft' 4 W Insulated UNIT 4 AND None .37 3 5 8 20 ft- 5 W„ Insulated UNIT 4AND None .37 3 6 8 20ft' 6 S Insulated UNIT 6 None .37 3 6 8 20 ft' WINDOWS Orientation shown is the entered. Proposed orientation. / Wall Overhang V # Omt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening 1 N 1 Metal Low-E Double Yes 0.65 0.25 N 40.0 ft' 1 ft 0 in 1 It 4 in Drapes/blinds None 2 S 3 Metal Low-E Double Yes 0.6 0.25 N 20.0 ft' 1 ft 0 in 1 ft 4 in Drapes/blinds None 3 W 4 Metal Low-E Double Yes 0.6 0.25 N 15.0 ft' 1 ft 0 in 1 It 4 in Drapes/blinds None 4 N 5 Metal Low-E Double Yes 0.65 0.25 N 40.0 ft' 1 ft 0 in 1 ft 4 in Drapes/blinds None 5 N 7 Metal Low-E Double Yes 0.6 0.25 N 20.0 It' 1 ft 0 in 1 It 4 in Drapes/blinds None 6 N 9 Metal Low-E Double Yes 0.65 0.25 N 40.0 ft' 1 ft 0 in 1 ft 4 in Drapes/blinds None 7 S 11 Metal Low-E Double Yes 0.6 0.25 N 20.0 ft' 1 It 0 in 1 ft 4 in Drapesiblinds None 8 N 13 Metal Low-E Double Yes 0.65 0.25 N 80.0 ft' 1 ft 0 in 1 It 4 in Drapealblinds None 9 S 15 Metal Low-E Double Yes 0.6 0.25 N 40.0 ft' 1 ft 0 in 1 ft 4 in Drapes/blinds None 10 N 17 Metal Law-E Double Yes 0.65 0.25 N 40.0 ft' 1 ft 0 in 1 It 4 in Drapes/blinds None 11 E 18 Metal Low-E Double Yes 0.6 0.25 N 15.0 ft' 1 ft 0 in 1 ft 4 in Drapes/blinds None 12 S 19 Metal Low-E Double Yes 0.6 0.25 N 20.0 ft' 1 ft 0 in 1 ft 4 in Drapes/blinds None INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000445 4718 259.01 487.11 .3247 7 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Duds 1 Electric Strip Heat/ None COP:1 17 kBtu/hr 1 sys#1 2 Electric Strip Heat/ None COP:1 17 kBtu/hr 2 sys#2 . 3 Electric Strip Heat/ None COP:1 17 kBtu/hr 3 sys#3 5 Electric Strip Heatt None COP:1 17 kBtu/hr 5 sys#5 4 A Electric Strip Heat/ None COP:1 17 kBtu/hr 4 sys#4 4 B Electric Strip Heat/ None COP:1 17 kBtu/hr 4 sys#4 4/26/2018 9:08 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 4 of 6 FORM R405-20V COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit/ None SEER: 16 18.8 kBtu/hr 564 cfm 0.8 1 sys#1 2 Central Unit/ None SEER: 16 18.8 kBtu/hr 564 clan 0.8 2 sys#2 3 Central Unit/ None SEER: 16 18.8 kBtu/hr 564 ohn 0.8 3 sys#3 5 Central Unit! None SEER: 16 18.8 kBtu/hr 564 cfrn 0.8 5 sys#5 4 A Central Unit/ None SEER: 16 18.8 kBtu/hr 564 cfm 0.8 4 sys#4 4 B Central Unit/ None SEER: 16 18.8 kBtu/hr 564 cfm 0.8 4 sys#4 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None UNIT 1 0.95 40 gal 130 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cart # Company Name System Model # Collector Model # Area Volume FEF None None fF DUCTS Supply — — Return — Air CFM 25 CFM25 HVAC # V # Location R-Value Area Location Area Leakage Type .Handler TOT OUT QN RLF Heat Cool 1 Attic 6 135 ft2 Attic 35 ft2 Default Leakage UNIT 1 (Default) (Default) 1 1 2 Attic 6 135 ft2 Attic 35 ft2 Default Leakage UNIT 1 (Default) (Default) 2 2 3 Attic 6 135 ft2 Attic 35 ft2 Default Leakage UNIT 1 (Default) (Default) 3 3 4 Attic 6 260 ft2 Attic 65 ft2 Default Leakage UNIT 1 (Default) (Default) 4 4 5 Attic 6 135 ft2 Attic 35 ft2 Default Leakage UNIT 1 (Default) (Default) 5 5 TEMPERATURES Programabl[e T]hermosta[[t:]]Y Ceiling Fans: Heating [X] Jan [XI Feb Mar [[ ] [ ]APB [ [X] [X� [X� [X] Oct ] Mey [ ]Jun [ ]Jul f ]Aug [ ] Sep LJ Nov Dec Venhng (I Jan 11 Feb X Mar [Xl 11 [ 1 Jun 11 Jul 11 Aug 11 Sep lxJ Oct X Nov Dec - 4/26/2018 9:08 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 6 of 6 FORM R405-2017 Thermostat Schedule: Schedule Type HERS 2006 Reference 1 2 3 4 5 Hours 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (VVEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 4/26/2018 9:08 AM EnergyGauge® USA- FlaRes2017 Section R405.4.1 Compliant Software Page 6 of 6 2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: SEDONA DEVELOPMENT 31553165 Builder Name: Street: 3155-3165 MORNINGDEW LANE Permit Office: ST. LUCIE COUNTY City, State, Zip: FT. PIERCE. FL, Permit Number: .Owner: Jurisdiction: Design Location: FL, Fart Pierce COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA General A continuous air barrier shall be installed in the building envelope. Air -permeable insulation shall requirements The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material. Breaks or joints in the air barrier shall be sealed. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. The insulation in any dropped ceiling/soffit Access openings, drop down stairs or knee wall doors to shall be aligned with the air barrier. unconditioned attic spaces shall be sealed. Walls The junction of the foundation and sill plate shall be sealed. Cavities within comers and headers of frame walls The junction of the top plate and the top of exterior walls shall be shall be Insulated by completely filling the cavity with sealed. Knee walls shall be sealed. 'a material having a thermal resistance of R-3 per inch minimum. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Windows, skylights The space between window/door jambs and framing, and and doors skylights and framing shall be sealed. Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated. Floors The air barrier shall be installed at any exposed edge of Floor framing cavity insulation shall be installed to (including above -garage insulation. maintain permanent contact with the underside of and cantilevered subfloor decking, or floor framing cavity insulation floors) shall be permitted to be in contact with the top side of sheathing, or continuous insulation installed on the underside of floor framing and extends from the bottom to the top of all perimeter floor framing members. Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation, insulation a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawlspace walls Shafts, penetrations Duct shafts, utility penetrations, and flue shafts opening to exterior or unconditioned space shall be sealed. Batts in narrow cavities shall be cut to fit, or narrow Narrow cavities cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spa s. Recessed lighting Recessed light fixtures installed in the building thermal envelope Recessed light fixtures installed in the building shall be sealed to the drywall. thermal envelope shall be air tight and IC rated. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind pinhia and wirina E xterior walls adjacent to showers and tubs shall Shower/tub on exterior wall The air barrier installed at exterior walls adjacent to showers and tubs shall separate them from the showers and tubs. be insulated. Electricallphone box or The air barrier shall be installed behind electrical or communication exterior walls boxes or air -sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Concealed When required to be sealed, concealed fire sprinklers shall only be sprinklers sealed in a manner that is recommended by the manufacturer. Caulking or other adhesive sealants shall not be used to fill voids a. In addition. inanp.ntinn .,.� sV .,._ _-_rpllilin . _ _ ....................wm,wa �. JV ". 4/26/2018 9:08 AM EnergyGauge® USA - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1 FORM R405-2017 ENERGY PERFORMANCE ;LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 96 The lower the EnergyPerformance Index, the more efficient the home. 3155-3165 MORNINGDEW LANE, FT. PIERCE, FL, 1. New construction or existing New (From Plans) 2. Single family or multiple family Multi -family 3. Number of units, if multiple family 6 4. Number of Bedrooms 12 5. Is this a worst case? No 6. Conditioned Floor area (W) 4044 - 7. Windows" Description Area a. U-Fedor. Dbl, U=0.65 240.00 ft SHGC: SHGC=0.25 b. U-Factor. Dbl, U=0.60 150.00 ft* SHGC: SHGC=0.25 c. U-Factor. N/A ft' SHGC: d. U-Factor. N/A fF SHGC: Area Weighted Average Overhang Depth: 1.000 ft. Area We(ghted Average SHGC: 0.250 8. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 4044.00 fP b. WA R= fN c. N/A R= ft' 9. Wall Types Insulation Area a. Concrete Block - Int Insul, Exterior R=4.1 6420.00 ft' b. WA R= ft' c. WA R= ft' d, WA R= fN 10. Ceiling Types Insulation Area a. Under Attic (Vented) R=30.0 4046.00fN b. N/A R= ft' c. WA R= fN 11. Ducts R ft' 3 additional dud system(s) 6 135 b. Sup: Attic, Rot: Attic, AH: UNIT 1 6 135 C. Sup: Attic, Ref Attic, AH: UNIT 1 (see detail 12. Cooling systems kBtu/hr Efficiency a. Central Unit' 18.8 SEEP-16.00 b. Central Unit 18.8 SEER:16.00 3 additional cooling systems (see details) 13. Heating systems kBtu/hr Efficiency a. Electric Strip Heat 17.0 COP:1.00 b. Electric Strip Heat 17.0 COP:1.00 3 additional heating systems (see details) 14. Hot water systems a. Electric Cap: 40 gallons EF: 0.95 b. Conservation features None 16. Credits CF, Pstat I certify that this home has compiled with the Florida Energy Efficiency Code for Building Construction through the abov iergy saving features which will be installed (or exceeded) in this home before final in ec o . Otherwise, a new EPL Display Card will be completed based on installed Code om la features. Builder Signature: Date:S- Address of New Home: Clty/ L Zip: *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEMj incentives if you obtain a Florida EnergyGauge Rating. Email EnergyGauge tech support at techsupport@energygauge.com or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 4/26/2018 9:08 AM EnergyGauge® USA - FlaRea2017 - Section R405.4.1 Compliant Software Page 1 of 1 9 Ri ht-Suite® Universal 2018 Short Form Job: wri htsofC Date: FEBRUARY 16, 2018 UNIT #1 By: QUICK CALCS, INC. 317 ST. LUCIE LN.,FF.. PIERCE, FL 34946 Phore: 772-466-6799 Fax 772-466-6796 Email: QUICKCALCS@AOLCOM egroject intormation For. SEDONADEVELOPMENT 3155-3165 MORNINGDEW LANE, FT. PIERCE, FL Htg Clg Htg Clg Outside db (OF) 42 90 Inside db (OF) 70 75 Outside RH (%) - 60 Inside RH (%) - 50 Outsidewb (OF) - 78 Insidewb (OF) - 63 Daily range (OF) - 15 DesignTD (OF) 28 15 Moisture diff. (grAb) - 61 Heating Equipment Cooling Equipment Make Make Trane Model Model 4TTR6018J/TEM4AOB18S Type Elec strip Type SplitAC Efficiency 100EFF COP/EER/SEER 16.0 Heating Input 5.0 kN Sensible Cooling 13.2 MBtuh Heating Output 17.1 MBtuh Latent Cooling 5.6 MBtuh Humidifier 2.5 gpd Total Cooling 18.8 MBtuh Leaving Air Temp 137.2 OF LeavingAirTemp 55.0 OF Actual Heating Fan 231 cfi11 Actual Cooling Fan 627 clam Equipment Location UNIT #1 System Type PEAKCV Fan Motor Heat Type PACKAGE Fan& Motor Combined Efficiency 0 % Static PressureAcross Fan 0 in H2O NAME Area ft2 Heat Loss Sensible Gain Latent Gain Htg cfin Clg ch Time BEDROOM 1 188 5270 6401 818 87 282 Jul 1700 LDT BATH 40 714 267 0 11 11 Jul 1700 LDT KITCHEN LIVING 278 3390 2929 0 50 116 Jul 1700 LDT BEDROOM 2 107 3059 4744 817 51 196 Jul 1700 LDT ENTRY 69 2219 565 0 32 23 Jul 1700 LDT UNIT#1 682 1 14652 1 14906 1 1635 1 231 627 Jul Wrights' 2018-Apr-251424110 Oft ..... .„e...aft NgttSUteDUriv ml20l8l8.0.16RSLI08101 Paget ...WACZEDONADEVELOPMENT--3155-3165MORMNGDEWnq Calc=CLTD Frort Doortaces:SE wrightsoft' RightSuite® Universal 2018 Short Form UNIT #2 QUICK CALCS, INC. 317 ST. LUCIE LN.,Fr.. PIERCE, FL 34946 Phone: 772466-6799 Fax 772466-6796 Emil: OUICKCALCS@AOL.COM Project• • For. SEDONADEVELOPMENT 3155-3165 MORNINGDEW LANE, FT. PIERCE, FL Job: Date: FEBRUARY 16, 2018 By: Htgq CIg Htgg Clg Outside db (OF) 42 90 Inside db (OF) 70 75 Outside RH (%) - 60 Inside RH (%) - 50 Outsidewb (OF) - 78 Insidewb (OF) - 63 Daily range (OF) - 15 Design TD (OF) 28 15 Moisture ditf. (gr/Ib) - 61 Heating Equipment Cooling Equipment Make Make Trane Model Model 4TTR6018Jr•EM4AOB18 Type Elecstrip Type SplitAC Efficiency 100EFF COP/EER/SEER 16.0 Heating Input 5.0 kW Sensible Cooling 13.2 MBtuh Heating Output 17.1 MBtuh Latent Cooling 5.6 MBtuh Humidifier 2.5 gpd Total Cooling 18.8 MBtuh LeavinghrTemp 173.5 OF Leaving Air Temp 55.0 OF Actual Heating Fan 150 cfm Actual Cooling Fan 627 dm Equipment Location UNIT #2 System Type PEAKCV Fan Motor Heat Type PACKAGE Fan & Motor Combined Efficiency 0 % Static PressureAcross Fan 0 in H2O NAME Area f12 Heat Loss Sensible Gain Latent Gain Htg cfm Clg Ctrn Time BEDROOM #1 188 4785 6383 818 62 318 Jul 1700 LDT IQTCHEN/LIVING. 274 2160 1403 916 23 63 Jul 1700 LDT BATH#1 40 315 190 134 3 9 Jul 1700LDT BEDROOM #2 ill 2665 4563 468 35 205 Jul 1700 LDT ENTRY, 54 2268 796 653 26 33 Jul 1700 LDT UNIT #2 667 12193 13336 1 2889 1 150 627 Jul * Wrightsof - 2018-Apr-251424:00 ....•, .,�,v,.., RiglFSute®Uriyeru1201818.0.16 RSU08101 Page3 ...HVACISEDONADEVELOPMENT--3155-3165MORNINGDEWxW Calc=CLTD Fmrt Doorfaces SE * wrightsoftm Right -Suite® Universal 2018 Short Form UNIT #3 QUICK CALCS, INC. 317 ST. LUCIE LN.,Fr.. PIERCE, FL 34946 Phone: 772-466-6799 F=772-466-6796 Email: 0U1CKCALCS@AOL.COM ilLroject intormation For. SEDONADEVELOPMENT 31553165 MORNINGDEW LANE, FT. PIERCE, FL Job: Date: FEBRUARY 16, 2018 By: Outside db (OF) 42� 90 Inside db (OF) 70 75 Outside RH (a/o) - 60 Inside RH (%) - 50 Outsidewb (OF) - 78 Insidewb (OF) - 63 Daily range (OF) - 15 DesignTD (OF) 28 15 Moisture diff. (grdb) - 61 Heating Equipment Cooling Equipment Make Make Trane Model Model 4TTR6018J/rEM4AOB18 Type Elec strip Type SplitAC Efficiency 100EFF COP/EER/SEER 16.0 Heating Input 5.0 kW Sensible Cooling 13.2 MBtuh Heating Output 17.1 MBtuh Latent Cooling 5.6 MBtuh Humidifier 2.5 gpd Total Cooling 18.8 MBtuh LeavingAirTemp 173.5 OF Leaving Air Temp 55.0 OF Actual Heating Fan 150 chn Actual Cooling Fan 627 ch Equipment Location UNIT #3 System Type PEAKCV Fan Motor HeatType PACKAGE Fan & Motor Combined Efficiency 0 % Static PressureAcross Fan 0 in H2O NAME Area ft Loss Heat Sensible Gain Latent Gain Htg dm Clg Cfm Time BEDROOM 1. 188 4720 6349 818 62 316 Jul 1700 LDT BATH 1 40 312 189 134 3 9 Jul 1700 LDT KITHCEN/LMNG. 278 2167 1415 929 24 63 Jul 1700 LDT BEDROOM 2. 107 2607 4568 458 34 205 Jul 1700 LDT ENT. 54 2240 801 553 26 34 Jul 1700 LDT UNIT #3 667 12046 1 13321 1 2892 1 160 627 Jul 1700LDT wrightsoR' 201&Apr-251424:00 ..,..., „...-„�,.., Riga-Sute®Umersa1201816.0.16 RSU06101 Page ...HVACGEDOMADEVELOPMENrJ155-3165MORNINGDEWAp Calc=CLTD Frort DoorFares:SE - wrightsoft• RightSuite® Universal 2018 Short Form UNIT #4 QUICK CALCS, INC. 317 ST. LUCIE UN., Fr. PIERCE, FL 34946 P1nre: 7724666799 Fax 772-466-6796 Email: 0U1CKCALCSQAOL.COM 01oject Intormation For. SEDONADEVELOPMENT 3155-3165 MORNINGDEW LANE, FT. PIERCE, FL Job: Date: FEBRUARY 16, 2018 By: Htg Clg Htg Clg Outside db (OF) 42 90 Inside db (OF) 70 75 Outside RH (%) - 60 Inside PH (a/o) - 50 Outsidewb (OF) - 78 Insidewb (OF) - 63 Daily range (OF) - 15 Design TD (OF) 28 15 Moisture diff. (grAb) - 61 Heating Equipment Cooling Equipment Make Make Trane Model Model 4TTR6018J/rEM4A0B18 Type Elecstrip Type SplitAC Efficiency 100EFF COP/EER/SEER 16.0 Heating Input 5.0 kW Sensible Cooling 13.2 MBtuh Heating Output 17.1 MBtuh Latent Cooling 5.6 MBtuh Humidifier 2.5 gpd Total Cooling 18.8 MBtuh LeavingAirTemp 173.5 OF Leaving Air Temp 55.0 OF Actual Heating Fan 150 Cfm Actual Cooling Fan 627 cfm Equipment Location UNIT #4 System Type PEAKCV Fan Motor Heat Type PACKAGE Fan & Motor Combined Efficiency 0 % Static PressureAcross Fan 0 in H2O NAME Area ft Loss Heat Sensible Gain Latent Gain Htg cfm Clg Cfm Time BEDROOM #1. 188 4275 5712 818 62 293 Jul 1700 LDT 14TJLIV 274 1968 2390 916 23 107 Jul 1700LDT BATH #1. 40 287 170 134 3 8 Jul 1700 LDT ENTRY.. 54 2053 713 553 26 31 Jul 1700 LDT BED.2 ill 2380 4083 468 35 189 Jul 1700 LDT UNIT#4 667 1 10963 1 13068 1 2889 1 150 627 Jul 1700LDT soft' 2018-Apr-25142490 W right .,.,.. soft RigttSUleOUriWM1201818D.16RSU08101 Page ...WACISEDONADEVELOPMENT--31553165MORNINGDEWnp Calc=CLTD Fmit Doorface&SE * wrightsoft• RightSuite® Universal 2018 Short Form UNIT #5 QUICK CALCS, INC. 317 ST. LUCIE LN., Fr. PIERCE, FL 34946 Phone: 772466-6799 Fax 772-466-6796 Email: OUICKCALCS@AOL.COM 11""roject Intormation For. SEDONADEVELOPMENT 3155-3165 MORNINGDEW LANE, FT. PIERCE, FL Job: Date: FEBRUARY 16, 2018 By. Htg Clg Htg Clg Outside db (OF) 42 90 Inside db (OF) 70 75 Outside RH (%) - 60 Inside RH (%) - 50 Outsidewb (OF) - 78 Insidewb (OF) - 63 Daily range (OF) - 15 DesignTD (OF) 28 15 Moisture difr. (gr/lb) - 61 Heating Equipment Cooling Equipment Make Make Trane Model Model 4TTR6018JrrEM4A0B18 Type Elecship Type SplitAC Efficiency 100EFF COP/EER/SEER 16.0 Heating Input 5.0 kW Sensible Cooling 13.2 MBtuh Heating Output 17.1 MBtuh Latent Cooling 5.6 MBtuh Humidifier 2.5 gpd Total Cooling 18.8 MBtuh Lea%ingAirTemp 94.8 OF Leaving Air Temp 55.0 OF Actual Heating Fan 627 cfiT1 Actual Cooling Fan 627 clim Equipment Location UNIT #5 System Type PEAKCV Fan Motor HeatType PACKAGE Fan&Motor Combined Efficiency 0 % Static PressureAcross Fan 0 in H2O NAME Area flLoss Heat Sensible Gain Latent Gain Htg Cfm Clg Ctm Time KT/LIV 278 1996 2425 929 100 108 Jul 1700 LDT BED.1 188 4275 5712 818 259 291 Jul 1700 LDT BTH 1 40 287 170 134 14 8 Jul 1700 LDT BED.#2 107 2360 4109 458 144 189 Jul 1700 LDT ENT. 54 2053 721 553 109 31 Jul 1700 LDT UNIT #5 667 1 10972 1 13137 2892 1 627 627 Jul 1700 LDT 2018-Apr-251424:00 WrightsofY RigFFSUtBOUliW=1201818.0.16RSU08101 Page 6 ...FNACISEDONA DEVELOPMEM315S3165MORNINGDEWnp Ca1c=CLiD FroA Doarfaces:SE * wrightsoft° Right -Suite® Universal 2018 Short Form AHU #6 QUICK CALCS, INC. 317 ST. LUCIE LN.,FF.. PIERCE, FL 34946 Phone: 772-466-6799 Fax 772-466-6796 Emil: OUICKCALCS@AOL.COM ?roject Intormation For. SEDONADEVELOPMENT 31553165 MORNINGDEW LANE, FT. PIERCE, FL Job: Date: FEBRUARY 16, 2018 By: Htg Clg Htg CIg Outside db (°F) 42 90 Inside db 775 Outside RH (%) - 60 Inside RH ° (F) 500 Outsidewb (°F) - 78 Insidewb (°F) - 63 Daily range (°F) - 15 Design TD (°F) 28 15 Moisturediff. (gr/Ib) - 61 Heating Equipment Cooling Equipment Make Make Trane Model Model 4TTR6018J/rEM4AOB18 Type Elecstrip Type SplitAC Efficiency 100EFF COP/EER/SEER 16.0 Heating Input 5.0 kW Sensible Cooling 13.2 MBtuh Heating Output 17.1 MBtuh Latent Cooling 5.6 MBtuh Humidifier 2.5 gpd Total Cooling 18.8 MBtuh Leaving Air Temp 143.2 OF Lea%ingAirTemp 55.0 OF Actual Heating Fan 212 cfrn Actual Cooling Fan 627 cfm Equipment Location AHU #6 System Type PEAKCV Fan Motor HeatType PACKAGE Fan&Motor Combined Efficiency 0 % Static PressureAcross Fan 0 in H2O NAME Area f12 Heat Loss Sensible Gain Latent Gain Htg Cfm CIg cfim Time BED#1 188 5262 6226 628 79 285 Jul 1700LDT BTH #1 40 713 396 134 10 17 Jul 1700 LDT NT/LIV. 274 3531 2284 916 48 97 Jul 1700 LDT ENTRY 1 69 2216 854 591 29 36 Jul 1700 LDT BED#2. ill 2934 4266 278 45 192 Jul 1700LDT AHU #6 682 14656 1 14027 1 2547 1 212 627 Jul 1700 LDT 2018-Apr-251424.00 wrightsoft, ....,. ,„_,._,.., RigtFSUte®Urim=1201818.0.16RSW8101 Page ...HVACGEOONADEVELOPMENr31553165MORNINGDEWnp Calc=CLTD Fmrt Daarfaws:SE Right -Suite® Universal 2018 Load Summary Job: Wrlght50fte UNIT #1 Bate: FEBRUARY 16, 2018 r QUICK CALCS, INC. 317 ST. LUCIE LN., Fr.. PIERCE, FL 34946 Phone: 772466-6799 F=772-466-6796 Fm ll: QUICKCALCS@AOL.COM Project• • For. SEDONADEVELOPMENT 3155-3165 MORNINGDEW LANE, FT. PIERCE, FL Zone _UNIT #1 COOLING -LOAD 1. DESIGN CONDITIONS at Jul 1700 LDT Inside: 75 OF Outside: 90 OF RH: 60 % MoistDiff. 61.5 grAb 2. SOLAR RADIATION THROUGH GLASS 3. TRANSMISSION GAINS Sensible Walls: 1957 Glass: 1285 Doors: 101 Partitions: 0 Floors: 0 Ceilings: 1306 4. INTERNAL HEAT GAIN Sensible Occupants: 460 Lights: 0 Motors: 0 Appliances: 931 5. INFILTRATION-. Outsideaircfm: 6. SUBTOTAL: Space load Sensible Envelope 10673 Less external 0 Redistribution 0 7. SUPPLY DUCT 8. SUBTOTAL: Space load +supply dud Actual clim: 627 at supply TD: 9. VENTILATION: Make-up aircfm: 10. RETURNAIRLOAD: Lighting+plenum (net) 11. RETURN DUCT 12. TOTALLOADS ON EQUIPMENT Peak load at Jul 1700 LDT TD: 15 OF Mult 1.0 Ins.wb 63 OF Sensible Latent 4154 4648 Latent 1391 380 380 - - 0 30 480 1255 Latent 10673 1635 1635 - - 0 2515 13189 20 - - 0 0 0 0 1717 - 14906 1635 - - ' HEATING LOAD 13. DESIGN CONDITIONS Mult 1.0 Inside: 70 OF Outside: 42 OF TD: 28 OF 14. TRANSMISSION LOSSES 8008 Walls: 3444 - Glass: 2481 - DQors: 194 - Partitions. 0 - Floors: 1378 - Ceilings: 511 - 15. INFILTRATION: Outside aircim: 97 2971 16. SUBTOTAL: Space load 10980 lexternal 109800 Less - Less transfer 0 - Redistribution 0 - 17. SUPPLY DUCT- 2145 1& VENTILATION: Make-up aircfm: 0 0 19. HUMIDIFICATION 954 Piping 0 20. RETURN DUCT 574 21. TOTAL HEATING LOAD ON EQUIPMENT 14652 wrlghtsof_C 2018-Apr-251424.00 •�• Ri91<-SuLIOUriw=1201818.0.16RSU08101 Page ..NVAGGEDONADEVELOPMENT-31553165MORNINGDEWn4) CaIc=CLTD Frorl Doorfaw&SE Right -Suite® Universal 2018 Load Summary Job: wrightsoft UNIT #2 Date: FEBRUARY 16, 2018 Br. QUICK CALCS, INC. 317 ST. LUCIE LN., Fr. PIERCE, FL 34946 Phone: 772-466-6799 Fax 772-466-6796 Email: OUICKCALCS@AOL.COM Project• • For. SEDONADEVELOPMENT 3155-3165 MORNINGDEW LANE, FT. PIERCE FL Zone;—L NI-T_#2 COOLING -LOAD 1. DESIGN CONDITIONS at Jul 1700 LDT Peak load at Jul 1700 LDT Inside: 75 OF Outside: 90 OF TD: 15 OF RH: 60 % MoistDiif. 61.5 gdlb Mult 1.0 Ins.wb 63 OF Sensible Latent 2. SOLAR RADIATION THROUGH GLASS 3954 3. TRANSMISSION GAINS Sensible 3513 Walls: 1016 - - Glass: 1120 - - Doors: 101 - - Partitions: 0 - - Floors: 0 - - Ceilings: 1277 - - 4. INTERNALHEAT GAIN Sensible Latent 527 380 Occupants: 460 380 - - Lights: 0 - Motors: 0 - Appliances: 67 0 - - 5. INFILTRATION: Outside aircfm: 60 960 2509 6. SUBTOTAL-. Spaceload Sensible Latent 8954 2889 Envelope 8954 2889 - - Less external 0 Redistribution 0 0 - 7. SUPPLYDUCT 2605 S. SUBTOTAL: Space load +supply duct 11560 Actualcfm: 627 at supply TD: 20 - - 9. VENTILATION: Make-upaircfm: 0 0 0 10. RETURNAIRLOAD: Lighting+plenum (net) 0 - 11. RETURN DUCT 1776 - 12. TOTALLOADS ON EQUIPMENT 13336 2889 _ . HEATING LOAD 13. DESIGN CONDITIONS Mult 1.0 Inside: 70 OF Outside: 42 OF TD: 28 OF 14. TRANSMISSION LOSSES 4852 Walls: 1357 - Glass: 2162 - Doors: 194 - Partitions: 0 - Floors: 638 - Ceilings: 500 - 15. INFILTRATION: Outside aircfm: 95 2926 16. SUBTOTAL: Spaceload 7778 Envelope 7778 - - - -- - - - Less external 0 - Less transfer 0 - Redistribution 0 - 17. SUPPLY DUCT. 2751 18. VENTILATION: Make-upaircfm: 0 0 19. HUMIDIFICATION 933 Piping 0 20. RETURN DUCT 731 21. TOTAL HEATING LOAD ON EQUIPMENT 12193 wrrghts ft- 2018-Apr-251424:00 •w++ RigttSiite(DLkiwea1201818.0.16RSU08101 Page ...WACISEDONADEVELOPMEMJ155-3165MORNINGDEWTw Calc=CLTO FrortDoorfaces SE RightSuite® Universal 2018 Load Summary Joy wrightsofte UNIT #R? BDate: FEBRUARY 16, 2016 r QUICK CALCS, INC. 317 ST. LUCIE LN., Fr. PIERCE, FL 34946 PFore: 772-466-6799 F=M-466-6796 Emil: QUICKCALCS@AOLCOM Project• • For. SEDONADEVELOPMENT 3155-3165 MORNINGDEW LANE, FT. PIERCE, FL ZQne_UNIT#3 COOLING.LOAD 1. DESIGN CONDITIONS at Jul 1700 LOT Peak load at Jul 1700 LDT Inside: 75 OF Outside: 90 OF TD: 15 OF RH: 60 % MoistDift 61.5 gr4b Mult 1.0 Ins.wb 63 OF Sensible Latent 2. SOLAR RADIATION THROUGH GLASS 3954 3. TRANSMISSION GAINS Sensible 3551 Walls: 1053 - - Glass: 1120 - - Doors: 101 - - Partitions: 0 - - Floors: 0 - - Ceilings: 1277 - - 4. INTERNALHEAT GAIN Sensible Latent 527 380 Occupants: 460 380 - - Lights: 0 - Motors. 0 - Appliances: 67 0 - - 5. INFILTRATION: Outside aircfm: 60 962 2512 6. SUBTOTAL: Spaceload Sensible Latent 8993 2892 Envelope 8993 2892 - - Less external 0 - Redistribution 0 0 - 7. SUPPLY DUCT 2574 S. SUBTOTAL: Space load +supply duct 11567 Actualcfm: 627 at suppplyTD: 20 9. VENTILATION: Make-up air 0 0 0 10. RETURNAIRLOAD: Lighting + plenum (net) 0 - 11. RETURN DUCT 1755 - 12. TOTAL LOADS ON EQUIPMENT 13321 2892 HEATING LOAD 13. DESIGN CONDITIONS Mult 1.0 Inside: 70 OF Outside: 42 OF TD: 28 OF 14. TRANSMISSION LOSSES 4852 Walls: 1357 - Glass: 2162 - Doom 194 - Partitions: 0 - Floors: 638 - Ceilings: 500 - 15. INFILTRATION: Outsideairctm: 95 2930 16. SUBTOTAL: Spaceload 7782 Envelope 7782 - Less external 0 - Less transfer 0 - Redistribution 0 - 17. SUPPLYDUCT: 2629 18. VENTILATION: Make-upaircfm: 0 0 19. HUMIDIFICATION 937 Piping 0 20. RETURN DUCT 698 21. TOTALHEATING LOAD ON EQUIPMENT 12046 wr ghtsoft^ 2018-Apr•25142490 Rigtt-S�UAwrw1201818A16RSW8101 Page4 JiVACISEDONA DEVELOPMEW-3155-3165MORNINGDEW.np Calo=CLTD Frort Door faces: SE Right -Suite@ Universal 2018 Load Summary Job: - wrightsoft UNIT #4 By., FEBRUARY 16, 2016 r QUICK CALCS, INC. 317 ST. LUCIE LN., Fr. PIERCE, FL 34946 Ptore: 772-466$799 Fax 772466-6796 Email: QUICKCALCS@AOL.COM Project• • For. SEDONADEVELOPMENT 3155-3165 MORNINGDEW LANE, FT. PIERCE, FL Zcne UNIT#4 --COOLING-LOAD 1. DESIGN CONDITIONS atJul 1700 LOT Peak load at Jul 1700 LOT Inside: 75 OF Outside: 90 OF TD: 15 OF RH: 60 % MoistDifr 61.5 gdlb Mult 1.0 Inswb 63 OF Sensible Latent 2. SOLAR RADIATION THROUGH GLASS 3954 3. TRANSMISSION GAINS Sensible 3513 Walls: 1016 - - Glass: 1120 - - Doors: 101 - - Partitions: 0 - - Floors: 0 - - Ceilings: 1277 - - 4. INTERNAL HEAT GAIN Sensible Latent 1378 380 Occupants: 460 380 - - Lights: 0 - Motors: 0 - Appliances: 918 0 - - 5. INFILTRATION: Outside airc1m: 60 960 2509 6. SUBTOTAL: Space load Sensible Latent 9805 2889 Envelope 9805 2889 - - Less external 0 - Redislribution 0 0 - 7. SUPPLYDUCT 1947 S. SUBTOTAL: Space load +supply dud 11752 Actualcfm: 627 atsuppplyTD: 20 9. VENTILATION: Make-up air%: 0 0 0 10. RETURNAIRLOAD: Lighting + plenum (net) 0 - H. RETURN DUCT 1316 - 12. TOTAL LOADS ON EQUIPMENT 13068 2889 HEATING LOAD 13. DESIGN CONDITIONS Mult 1.0 Inside: 70 OF Outside: 42 OF TD: 28 OF 14. TRANSMISSION LOSSES 4852 Walls: 1357 - Glass: 2162 - Doors: 194 - Partitions: 0 - Floors: 638 - Ceilings. 500 - 15. INFILTRATION: Outside airdm: 95 2926 16. SUBTOTAL: Spaceload 7778 7770 Lesss exptemal - Less transfer 0 - Redistribution 0 - 17. SUPPLYDUCT-. 1786 18. VENTILATION: Make-up airdm: 0 0 19. HUMIDIFICATION 933 Piping 0 20. RETURN DUCT 466 21. TOTALHEATING LOAD ON EQUIPMENT 10963 w_rightso_f[' 2018-Apr-25142400 Right-Site®Urrvxrsal 201818.0.16 RSU08101 Page 5 ...WACGEDONADEVELOPMENT-31553165MORNINGDEWsW Calc-CLM FrortDoorface&SE ® RightSuite® Universal 2018 Load Summary Job: wrightsoft UNIT By: FEBRUARY 16, 2018 r QUICK CALCS, INC. 317 ST. LUCIE LN., FT. PIERCE, FL 34946 Phow: 772-466,6799 Fax 772-466-6796 Email: QUICKCALCS@AOL.COM Project• • For. SEDONADEVELOPMENT 3155-3165 MORNINGDEW LANE, FT. PIERCE, FL Z.one:�.UNIT #1¢ COOLINGsLOAD_ 1. DESIGN CONDITIONS at Jul 1700 LOT Peak load at Jul 1700 LDT Inside: 75 OF Outside: 90 OF TD: 15 OF RH: 60 % MoistDiff. 61.5 grAb Mult 1.0 Inswb 63 OF Sensible Latent 2. SOLAR RADIATION THROUGH GLASS 3954 3. TRANSMISSION GAINS Sensible 3551 Walls: 1053 - - Glass: 1120 - - Doors: 101 - - Partitions: 0 - - Floors: 0 - - Ceilings: 1277 - - 4. INTERNALHEAT GAIN Sensible Latent 1391 380 Occupants: 460 380 - - Lights: 0 - Motors: 0 - Appliances: 931 0 - - 5. INFILTRATION: Outside aircfm: 60 962 2512 6. SUBTOTAL: Space load Sensible Latent 9857 2892 Envelope 9857 2892 - - Less witemal 0 - Redistribution 0 0 - 7. SUPPLY DUCT 1957 8. SUBTOTAL: Space load +supply duct 11814 Actualcfm: 627 at supply TD: 20 - - 9. VENTILATION: Make-up aircfm: 0 0 0 10. RETURNAIRLOAD: Lighting + plenum (net) 0 - 11. RETURN DUCT' 1323 - 12. TOTAL LOADS ON EQUIPMENT 13137 2892 HEATING LOAD 13. DESIGN CONDITIONS Mult 1.0 Inside: 70 OF Outside: 42 OF TD: 28 OF 14. TRANSMISSION LOSSES 4852 Walls: 1357 - Glass: 2162 - Doors: 194 - Partitions: 0 - Floors: 638 - Ceilings: 500 - 15. INFILTRATION: Outsideaircfm: 95 2930 16. SUBTOTAL: Space load 7782 Envelopen80 Less - Less transfer 0 - Redistribution 0 - 17. SUPPLY DUCT: 1787 1& VENTILATION: Make-up aircfm: 0 0 19. HUMIDIFICATION 937 Piping 0 20. RETURN DUCT 466 21. TOTALHEATING LOAD ON EQUIPMENT 10972 - wrightsoft- 2018-Apr-25142490 Right-Sute9UdvaMa1201818.0.16 RSU08101 Page ...FNACISEDONADEVELOPMENi31553165MORMNGDEWsw CaIc=CLTD FrontDoorhces:SE Right -Suite® Universal 2018 Load Summary Job: wrightsOft° AHU #S Date: FEBRUARY 16, 2018 By: QUICK CALCS, INC. 317 ST. LUCIE LN.,Fr... PIERCE, FL 34946 Ptnre: 772-466-6799 F=772-46"796 Emil: QUICKCALCS@AOL.COM Project• • For. SEDONADEVELOPMENT 3155-3165 MORNINGDEW LANE, FT. PIERCE, FL one:-6HU_tt6_ COOLING.LOAD 1. DESIGN CONDITIONS atJul 1700 LOT Inside: 75 OF Outside: 90 OF RH: 60 % MoistDiif. 61.5 grAb 2. 3. 4. 5. 6. 7. 8. 9. 10. II. 12. SOLAR RADIATION THROUGH GLASS TRANSMISSION GAINS Sensible Walls: 2262 Glass: 1285 Doors: 101 Partitions: 0 Floors: 0 Ceilings: 1306 INTERNALHEAT GAIN Sensible Occupants: 0 Lights: 0 Motors: 0 Appliances: 0 INFILTRATION: Outside air clm: SUBTOTAL: Spaceload Sensible Envelope 10049 Less extemal 0 Redistribution 0 SUPPLY DUCT SUBTOTAL: Space load +supply duct Actual cfm: 627 at supply TD: VENTILATION: Make-up air: RETURNAIRLOAD: Lighting + plenum (net) RETURN DUCT TOTAL LOADS ON EQUIPMENT 13. DESIGN CONDITIONS Peak load at Jul 1700 LOT TD: 15 OF Mult 1.0 Ins.wb 63 OF Sensible Latent 4121 4954 HEATING LOAD Inside: 70 OF Outside: 42 OF 14. TRANSMISSION LOSSES Walls: 3470 Glass: 2481 Doors: 194 Partitions: 0 Floors: 1378 Ceilings: 511 15. INFILTRATION: Outside air c(m: 16. SUBTOTAL: Spaceload Envelope 11002 Less external 0 Less transfer 0 Redistribution 0 17. SUPPLYDUCT: 18. VENTILATION: Make-up airclim: 19. HUMIDIFICATION Piping 20. RETURN DUCT 21. TOTALHEATING LOAD ON EQUIPMENT Latent 0 0 0 0 61 975 2547 Latent 10049 2547 2547 - - 0 2364 12413 20 - - 0 0 0 0 1614 - 14027 2547 Mult 1.0 TD: 28 OF m 8035 2968 11002 2134 0 950 0 14656 -11- wrightsoR- 2018-Apr-25142490 •N4Rigtt-Suta0UrIwwI201818.0.16RSU08101 Page t .. WACOEDODEVELOPMENP31553165MORNINGDEWAV Calc=CLTD From Doorfawe SE Lumber design values are in accordance with ANSI/fPI 1 section 6.3 These truss d6signs rely on lumber values established by others. MiTek RE: 75299 - 3170-80 MORNINGDEW LANE Site Information: Customer Info: Edwards Landing LLC Lot/Block: Address: 3155-3165 MORNINGDEW City: Fort Pierce r P Q 000 1 t X9 Project Name: Model: Sedona 6 Unit Subdivision: Sedona Development State: FL MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL33610-4115 Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: John M Foster -Architect License #: AR0008511 Address: 11205 Ridge Ave City: Fort Pierce State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 10 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereb�Lcertjfv that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 J ..n..�. No. I Seal# Truss Name Date 1 1 T14482344 1 A 7/5/18 2 IT144823451AJ 7/5/18 3 1 T14482346 B 7/5/18 4 1 T1 44823471 GEA 7/5/18 15 I T14482348 VA 7/5/18 6 T14482349 VB 7/5/18 7 1 T14482350 1 VC 7/5/18 8 T14482351 VD 7/5/18 9 T14482352 1 VE 7/5/18 10 1 T14482353 1 VG 7/5118 the "III;} JUL 1 0 7018 Permitting Department russ`tira4r eterr�tiAkbcfvLha vliTek iISA. Inc. under my direct sunervis M!1 Y1c;.tPlt�x1 YtakoA - ', :1dY�$E €iCK;R!iiGt;tS idOfZts=. E,3�$ktu{¢ is kr"'•�rt'� car 35 .9 -'die aavc`OU i w �F:t fit i4e_rstfC nrn is vh**A 1n tebe M :tYfctit`,i34Past#s. 44GZE41'•tS provided by Chambers Truss. I - Truss Design Engineer's Name: Velez 0.,,,x re xir My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/rPl 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. o C_ STATE OF :�Zu AI 14F /111111/10 mquln Vel ENo.68182 Rek USAln FLeert66M 6 P2E Blvd. Tampa FL 33610 D e: July 5,2018 Velez, Joaquin 1 of 1 I Job Truss Truss Type Oty Ply E T14482344 =Reforence(optional) 75299 A SPECIAL 1 24 1 Chambers I Nss, Inc., Fort Ylerce, FL .. ID:1rBy73 .2.0-0 6-10-0 11-0-0 1641-9 22-8-0 28- 2-0.0 6-10.0611-9 5-8-7 SB sx6 11 4.00 12 6 3xs 5 26 sx6 0 4 US i 3 15 25 7x10 MT18H5 = 2 16 a1 3xsi d 18 17 4.0012 3x4 11 5x12 MT18HS= 4x8 = tl.13V 5 Mar 11 LU 10 MI I a, IIIUYOIIItl.. III.. I IIU JUI 7 VO:J3: VC CV 10 3x5 a 27 7 sxs 8 3.5 9 14 3x5 13 12 3x4 II 5xl2 MT18HS= Scale =1:80.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (too) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Verl(LL) -0.67 15 >817 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -1.24 14-15 >439 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor YES WB 0.46 Horz(CT) 0.50 10 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Malnx-MS Wlntl(LL) 0.85 15 >640 240 Weight: 226 lb FT=20% LUMBER- _ BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-9-4 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid telling directly applied or 4-4-10 oc bracing. WEBS 2x4 SP No.3 *Except* 6-15,8-13,4-17: 2x4 SP M 30 REACTIONS. (lb/size) 2=1788/0.8-0, 10=1788/0.8-0 Max Horz 2=-273(LC 10) Max Uplift 2=-1040(LG 12), 10=-1040(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. -Aft forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4497/2652, 3-4=-4027/2460, 4-5=-5162/3092, 5-6= 5477/3229, 6-7=-5477/3209, 7-8=-5162/3114,8-9= 4027/2460,9-10=-4497/2652 SOT CHORD 2-18= 2368/4218, 17-18=-2368/4218, 16-17=-2203/4003, 15-16=-2751/5125, 14-15= 2813/5125, 13-14= 2244/4002, 12-13= 2406/4218, 10-12= 2406/4218 WEBS 6-15=-1726/3150, 7-15=-199/528, 7-14=-527/372, 8-14_ 559/1115, 8-13=-926/578, 9-13=-533/314, 5-15=-67/517, 5.16=.527/359, 4-16=-537/1115, 4-17=-927/577, 3.17=531/314 SEEMS 11111171111!��Ii�� v' NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=3.Opsf; h=131f B=95tt; L=481t; eave=6if, Cat. 11; Exp C; Encl., GCp4-0.18; MWFRS (directional) and C-C Exterior(2) -2-04) to 2-8-10. Intedor(1) 2-8-10 to 22-8-0, Exterior(2) 22-8-0 to 27-5-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a MO par bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 1040 lb uplift at Joint 2 and 1040 lb uplift at Joint 10. Joaquin Velez PE No.68182 65Tek USA, Inc FL Cad 6834 6394 Pads East Blvd. Tampa FL 33610 Data: July 5,201 E Is cmuv MOW 69N Parke Easl Bled. T.Wry ,FL 33610 Job Truss Truss Type Cry Ply 3770-80 MORNINGDEW LANE T14482345 75299 Al SPECIAL • 18 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 4.00 FI2 Say = 8.130 s Mar 112018 MiTek Industries. Inc. Thu Jul 5 06:53:04 2018 Scala =1:79.5 10 d 17 16 12 11 4 4z6 = 3x6 II 5.8 = .00 12 4z6 Sz8 = 3.6 II = - I 0 20847 54.0 34-2--00 30.-0 0 4564-0-00 &&5 1-9 6-6D0 14200 591 Plate Offsets (XY)— 14:0-3-0 0-3-01 18:0-3-0 0-3-01 112:0-5-12 0-2-121 116:0-5-12 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP •TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.33 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Ved(CT) -0.63 14-15 >730 240 BOLL 0.0 Rep Stress Incr YES WB 0.74 HOrz(CT) 0.29 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Wind(LL) 0.4314-15 >999 240 Weight: 2231b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc puffins. BOT CHORD Rigid ceiling directly applied or 5-5-3 oc bracing. REACTIONS. (lb/size) 2=1493/0-8-0, 11=1972/0-8-0 Max Ho¢ 2=270(LC 11) Max Uplift 2=-886(LC 12), 11=-1042(LC 12) FORCES. (Ib) - Max. Comp/Max. Ten. -All forces 250 (lb) orless except when shown. TOP CHORD 2-3=-3590/1973, 3-4-3102/1787, 4-5=-3737Y2073, 5-6=-3569/1699, 6-7=-3569/1880, 7-8— 2780/1467, 8-9=-1177/661, 9-10-1087/690 BOT CHORD 2-17-1793/3385, 16-17=-1793f3385, 15-16=-1586/3080, 14-15=-1797/3701, 13-14— 1206/2744, 12-13= 479/1147, 11-12= 595/1102, 10-11_ 595/1102 WEBS 6-14— 908/1948,7-14=-398f889,7-13=-827/598,8-13-955/1628, 8-12=-1188//61, 9.12=-1312/1866, 9-11— 1788/1444,5-14=-354/391,4-15=-206/620,4-16-629/374, 3-16=-549/330 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vmd=124mph; TCDL=4.2psf; BCDL=3.Opsh h=13ft; B=95tt; L=48ft; eave=61t Cat. II; Exie C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2) -2-0-9 to 2-8-10, Intedor(1) 2-8-10 to 22-8-0, Extedor(2) 22-8-0 to 27-5-3 zone; cantilever right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will lit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 886 he uplift at joint 2 and 1042 to uplift at joint 11. Joaquin Velez PE No.68182 MfTek USA, Inc. FL Ced 86'36 6804 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 A WABNWG-Vedfydes1,ap emetenend BEAD NOTES ON MISAND WOLUDED MREKBEFERANOEFAGEMWM rov. f0922015BEFOREUSE Design Valid for use My WM MneM connectors. Ms design It based ouly upon parameters shown, crO Is form Ind Adual budding component, not � a Inns system. Before use, the b ffcang designer must veiny ire applicablity of design parametea and properly Incorporate this design Into the overall buStlingood9n. &achglWd ledtstolxeventb IdU gofn lvltlua lmwebarzl/wGwrdmemb mr y-AdNtlonaltemporaryarWpennmenibracng MiTek' O58-0V and BC51BV9dhrD �amponm/ ru l osrftafor ge. Nand loprend b,acllno Of t posdn11W oe aceAtlpropertytlomage. For gerwralnd INCSIeregvrd mp fabrlcaibnstorage. delivery.erecibn sMfa31.Alexandre eeo9PoFl-Eest BNd. Hat.racirgo218 N.lmdreel VA 22316iC�dv. SONfyfn/olma/brnvallade ham inns Rate Institute. 218 N. Lee Street. State 012. Alexandre, VA 22a14. Tempe, FL 33610 Job Truss Truss Type City Ply 3170-80 MORNINGDEW LANE T74482346 75299 B COMMON 3 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Jul 5 06.53:04 2018 Page 1 ID:mxt3z000ICPw?thmwC9HWgzwl0u-YO1 f02tmoinpWtyJAGMXGwKKxW2ciplcGFhLsLz7BjT 4x6 = ME Scale =1:25.5 3x4 = 3x4 = 7.0.0 14-0-0 7.0-0 7-0-0 Plate Offsets (XY)-- 11:0-" Edgel 13:0-0-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP •TCLL 20.0 Plate Grip DOL 1.25 TO 0.35 Vert(LL) -0.07 4-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Ved(CT) -0.13 4-10 >999 240 BCLL 0.0 ' Rep Stress ]net YES WB 0.12 HOrz(CT) 0.01 3 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.09 4-10 >999 240 Weight: 491b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=518/0-8-0, 3=518/0-8-0 Max Hom 1-150(LC 10) Max Uplift 1=-275(LC 12), 3=-275(LC 12) FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-74B/609, 2-3=-748/609 BOTCHORD 1-4=-384/605, 3-4=-384/605 WEBS 2-4=-82(326 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh, BCDL=3.Opsf; h=13tt; B=95tt; L=48ft; eave=611; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-0-0 to 4-9-3, Intertor(1) 4-9-3 to 7-0-0, Exledor(2) 7-0-0 to 11-9-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pat bottom chord five load nonconcunent with any other live loads. 4) - This truss has been designed for a live load of 20.0ps1 on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 W de will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2751b uplift at joint 1 and 275 Ile uplift at joint 3. Io Joaquin Velez PE 140.68182 MiTsk USA, Inc. FL Cart 6634 6804 Parke East BNd. Tampa FL 33610 Date: July 5,2018 ®WARNMG-Vereydnsignparameten end READNOMS ON WISAND INCLUDEDMDEKREFERANCEPAGEb 7473 mv. 10D 2015 BEFORE USE Design vadd for use only wen MRek®connecton.lM doSkyr Is based 0elY upon 4x, mefors snows, and 5rm on hdvWud buBdng component not a buts system. Before use. Inc Wic ng designer must verify the opfxkan IN of design parameters and Ixopedy hcomorate INs design Into the overall bulldrxltledon. Bracetg lndkafetl is to prevent buctd1n, of htllvklual aunweb and/or chord membersonly. Acldib ltemporaya pe"i ntbrachg MiTek' kalways recp4mtlfw stadlilyontl to preventcdlapse vnm possmle personal aUraY oral ProPedy damage. For general 9uidux'.e reporting lMa Sanstorage. delNerychg offmsesarMhuePIr Cga@y CrRe%OSa-0g and BC51lu1dtnp Comppnml Eel Blvd. safetybfrom Lust Here Intiute. 218 N. Lee Sheet.Wte 312.nexondaVA22314. TaMa,FL 33610 Job Truss Truss Type Oty Ply 3170-80 MORNINGDEW LANE T14482347 75299 GEA GABLE 3 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL d 8.130 s Mar 11 2018 Mi I eK MOU5trteS. Inc. 1 no Jul 5 06:53:05 2018 Page 1 ID:nud3z000IcPx?thmWC9HWgz IOU-ODb1 eOUPZ0v98vXVjzbnp8tYRWS1 RGeIVuOuOoz?BJS 4x4 = LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TO 0.18 Ved(LL) -0.00 9 n/r 120 •TCDL 7.0 Lumber DOL 1.25 BC 0.04 Ven(CT) -0.00 9 n/r 90 BCLL 0.0 ' Rep Stress Incr NO WE 0.10 Horz(CT) 0.00 8 n/a We BCDL 10.0 Code FBC2017/rP12014 Matrix-S Scale=1:27.3 I� 0 PLATES GRIP MT20 2441190 Weight: 65 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purilns. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS. 2x4 SP No.3 REACTIONS. All bearings 14-0-0. jib) - Max Harz 2=18T(LC 11) Max Uplift All uplift 100 to or less atjoint(s) except 2-192(LC 12), 8=-192(LC 12), 13=-111(LC 12). 14— 103(LC 12), 11=-111(LO 12), 10-103(LC 12) Max Grav All reactions 2501b or less al joint(s) 2, 8, 12, 13. 14, 11, 10 FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 4-5-81/283, 5-6=-81/293 WEBS 4-13=-131/308,3-14-171/343,6-11=-130/308,7-10=-171/343 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=13ft; B=95tt; L-481t; eave=21t; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Comer(3) -1-5-4 to 3.4-0, Exteric r(2) 3-4-0 to 7-0.0, Comer(3) 7-0-0 to 11-9-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as perANSI/TPI 1. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord end any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1921b uplift at joint 2, 1921b uplift at joint 8, 111 ib uplift at joint 13, 103 Ito uplift at joint 14, 111 to uplift at joint 11 and 103 lb uplift at Joint 10. Joaquin Velez PE No.68182 F17ak USA, Inc FL Cad 6834 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ®wABNWG.wnadaatgnparameten:an✓READNOTES ON MSANDWOLUDEDNREKBEFERANDEVAGEam-74T mr 104 015BEFOREVSE Doslmvalld foruseonlyvAm Mnek®connectm lNsde M8basedonlyuponparametersmown,and Isfmm hcRActual GROingcomponent.rxt a Russ system. Before use, the bold rat designer must ve0rythe oppllcobillyof design paameters and goperly hcorporate ms design Into the overall � bWNngdeslgn. Wa glWd tedistopreveniWCWVCofirdMdual webad/orclwrdmemb MONy. AdrlilondtemporaryantlpermanentbraNrg MiTeW k ahvaK regwedfa stabaliyond to prevent edlopsa Nllh poaaxe persor>m Npry andlxopeM tlanoge. Fa,lerretN gJdasce legactng ase fabrkatbn storage, tlelNery.erection and bradrq ofinuressectrent systems se pmy LlBeM, DSB-0P and B05, BOWbrg Cemponanl 6904Pke East Blvd. 5dh,y lMnlmalblSavolloWe ham tuss Rate institute. 218 N. use, Street, 5te 312 Pexandrio.VA22314. Tarrya, FL 33610 Job Truss Truss Type Oty Ply 3170-80 MORNINGDEW LANE T74482348 �75299 VA VALLEY 6 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 a Mar 112018 MITek Industries, Inc- Thu Jul 5 06:53:06 2018 Page 1 ID:mu13z000IcPw?thmwC9HWgzwlOu-UP9Prkv1 KK1Xm36hHh07LLPhaKo7AjvukYARxEz7BjR Scale=1:22.4 4x4 = 8 7 6 3x4 2x3 II 2x3 II 2.3 II 3x4 C LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) n/a - n/a 999 MT20 244/190 -TCDL 7.0 Lumber DOL 1.25 BIG 0.05 Verl(CT) rVa - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 5 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 481b FT=20% LUMBER - TOP CHORD 2X4 SP No.3 - BOT CHORD 2x4 SP M 30 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 13-4-0. (lb)- Max Horz 1=-13'0(LC 10) Max Uplift All uplift 1001b or less atjoint(s)1, 5 except 6_ 196(LC 12). 8=-196(LC 12) Max Grav All reactions 250 lb or less al joint(s) 1, 5, 7 except 6=324(LC 18). 8=324(LC 17) FORCES. (Ib) -Max CompJMax. Ten. -All forces 250 glo) or less except when shown. WEBS 4-6= 241/336, 2-8=-242/336 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=1.2psf; BCDL=3.Opsf; h=13ft; 13=95fh, L=48ft;, eave=61t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-7 to 5-4-10. Intedor(1) 5-4-10 to 6-8-0, Exterior(2) 6.8-0 to 11-5-3 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001la uplift at joint(s) 1, 5 except Qt=lb) 6=196, 8=196. Joaquin Velez PE No.68182 I Tak USA, Ina FL Cert 8834 6804 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ®WARNWG-Vedydoslgnpa etemand READNG]ES ON 1`NISANDWCLUDE17MREKRE£ER4NCEPAGEMR-]4]Jmv. li=2015BEFOREUSE 7 DesW valld for use only Wth MBel,0)00 cton. this design is based ody upon parameters shown, and Is for an IdIvIkud buldi component not a truss system. Before use, the WIcrng designer must vedry the opplleablity of desgn parameters rnW pmpe4y IrCuMOmte lh6 design Into the overall buIdNdeslgn.BrochglndlcatetllstopreventbrckllWolexllvldudimswebarvd/orch dmembeno y. Adtelbralfempwaryandpermanentbadrg MO k always mcgEred fa stab4lNantl to preventcdlapso with poslUle penax4 h]tay and propedy danage. Fa 9enold gWtlarrca regardng dre fab4ca11on. storage. delivery. erection and braclrxl of tnmesond liussystems.se%4NSUfP/f QuaIDYe�Mtb, Dseapone BCS/Bu®Gtrrp CbmponNsf 6904Porke tl. S ,yM,,Ma/bnm,cIoble from Ims Rate IrstlMe. 218 N. me Siseet. Sire 312 NexaM4a, VA22 14. K610Best Tampa, FL 33610 Job Truss Truss Type Cry Ply 3170-80 MORNINGDEW LANE T74482349 75299 VB GABLE 6 1 Job Reference (optional) unamoers Imss, Inc., 1­011 Pierce, FL 4x5 = 2 B.l30 s Mar l l 20l8 MI I ek inCUSUle$, Inc. Thu JUI 5 06:53:072018 Scale=1:19.2 4 3x4 4 2x3 3x4 C LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d TCLL 20.0 Plate Gdp DOL 1.25 TC 0.60 Vert(LL) n/a - n/a 999 •TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) Na - n1a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 3 Na Na BCDL 10.0 Code FBC2017/TP12014 Matrix-S LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=157/10-8-0,3=157/10-8-0,4=383/10-8-0 Max Horz 1=-10'I (LC 10) Max Uplift 1= 98(LC 12), 3= 98(LC 12), 4= 174(LC 12) Max Grav 1=161(LC 17), 3=176(LC 18). 4=3B3(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-247/334 PLATES GRIP MT20 244/190 Weight: 351to FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Dpsf; h=13ft; B=95tt; L=48ft; eave_-6R; Cat. II; Exp C; Encl., GCp1=0.18; MWFRS (directional) and C-C Eldedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joinl(s) 1, 3 except Qt=lb) 4=174. Joaquin Velez PE No.68182 hitTek USA, Inc FL Cart 6834 6904 Padre East Blvd. Tampa FL 33610 Date: July 5,2018 Q WARNNG-VMlydesignparam 1Mo dREADNOIrES ON 77flSANDNCLUDEDNREKREFERANCEPAGENX74T4mv.. IM9120159ER2RE USE Designvalidfa use only Win MlleM connectors. Wsdesign kbased oniyuWn Pcrometers shown and Is for on InclNdual bu0ding comp ru, not a Inert system. Before use, the blltlllg designer must vedN the aWllcablIty, of design parameters arnci properly lncolporate Ihh design Into the overall bWdlgde9gn. BractrpllndkatedhtoprevenlbucWingoflrWNklualhusweband/osWwrdmembersoNy AdaltlorbiemporayalWpemrorenlbrachg MiTek' k olwoys reatAed faslaWiryand to gevent CdlotatA H4II5 possmle perswwl trlpayarxi propedy damage. Fa general8�dux-o 2gat➢rg the OSBAg and BCsl Bv➢dhg Component syslle fabrlcaikx4 siaage. delNeryerection and bradrg of18 AexoU Parke EastBNd. sIces N. Lee31. VA2231C2nb, Soye/y Nlolmolbtnvdbbe more 11� Rate IntBNle, 218 N. Lee SInAe1. aNe 312. /Jexosxida VA 22314. Tarrya, FL 33610 Tan., Job Truss Truss Type Qty Ply 3170-80 MORNINGDEW LANE T14482350 75299 VC VALLEY 1 6 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Jul 5 06:53:082018 Page 1 ID:mxt3zUUQICPw4thmWC9HWgzwi0u-QoHAGQxHs HP?NG4P5RURmV_YBQHedrBBsfY77z7BjP 4-0-0 8.0.0 4-0-0 4-0-0 - — Scale =1:15.1 4x4 = 3x4 O W 11 3x4 C e-o 0 8-0-0 LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) We - n/a 999 MT20 2441190 -TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) We - Na 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 3 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matdx-P Weight: 25lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 _ BOTCHORD 2x4SPNo.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1-125/8-0-0, 3=125/8-0-0, 4=250/8-0-0 Max Harz 1=-73(LC 10) Max Uplift 1= 85(LC 12), 3= 85(LC 12), 4= 96(LC 12) Max Grav 1=126(LC 17). 3=137(LC 18), 4=250(LC 1) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=160mph (3-second gust) Vesd=124mphj TCDL--1.2psf; BCDL=3.0psf; h=13ft; B=95ft; L=48ft; eave=6ft; Cat II; Fxp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Extedor(2) zone;0-0 for members and tomes 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pat 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 chard In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. Joaquin Velez PE No.68182 WTsk USA, Inc. FL Cart 6634 6804 Parke East Blvd. Tampa FL 33610 Data: July 5,2018 Q WARNOIG-Vedlyd.dgnpmemarma Ond READNO7E5 ON TNISANOWOLUD£D MNEKRUew4NGEPAGEUQ7473.v. 1GDY2015 BEFOREUSE Design valid for use ordyW h MITek9 cortnectoa. lNsdea9n is based oNY uPon paramelersshown and N for an Individual bulding compcasnit not a ass system. Be101e.. In, bLldW d slgmr mustvelty me oppllcarany otdeslgn Parameters and properly bcolpaate ntk design Into the overall buldigdeslgn. BrachtglMlrated Isla prevent buckling oflndNldual aussweb and/or chortl membersoNy. Atldltbrgl temporary and permanent bacirg kkp MiTek S dways req,Aed fa stability and to prevent collapse Mat po dAe pOnarwf stbxY and propety damage. For genera gddatce regordlig the fabkalbn storage. delivery, erection and baring of bases and Iasi systems. seeANSNLPII Cua/Ry QOeda, DSO.89 and OCS1 auPdinp Compon,nf 6904 Perk. Eest Blvd. SafeNrrrfolmalblPvmabe from Tnm Hate InstiMe. 218 N. Lee Street, sure 312. Nexcrtdlb. VA 22314. Tones, FL 33610 Job Truss Truss Type Oty Ply 3170-80 MORNINGDEW LANE T14482351 76299 VD VALLEY 6 1 Job Reference (optional) cnamoers ,rues, Inc., ron rleme, rL 3x4 G M1 2 4 ID:mxt3z000IcPw9thmwC9HW zwlOu-u-rYllxvdFP6dWrGy Zaso q ypyjz_1ECXoRNSTLOW06XZz7Bj0 44 = 3x4 LOADING (psf) SPACING 2-0-0 CSI. I DEFL in (Ioc) Well L/d TOLL 20.0 Plate Grip DOL 1.25 TO 0.19 Vert(LL) n/a - Na 999 -TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) n/a - Na 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 3 Na Na BCDL 10.0 Code FBC20171iP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (Ib/slze) 1=76/5-4-0, 3=76/5-4-0, 4=151/5-4-0 Max Horz 1=4411-C 10) Max Uplift 1=-51(LC 12), 3= 51(LC 12), 4= 58(LC 12) Max Grant 1=76(LC 17), 3=83(LC 18), 4=151(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. Scale=1:11.2 PLATES GRIP MT20 2441190 Weight: 16 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160Mph (3-second gust) Vasd=124mph; TCDL-4.2psh BCDL--3.Opsh, h=131t; B=95ft; L=48ft; eave=6ft; Cat. II; Exp C; Encl., GOP"=0.18; MW FRS (directional) and C-C Extedor(2) zone;C.0 for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pet bottom chord live load nonconcument 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-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100lb uplift at joint(s) 1, 3.4. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 5,2018 ® WARNNG.Vodydaegnpe tewmdREADNOTW ON TNISANDWCLUOEDMNXRCFEMMCEVAGEM674n.re.. 101IT20t59EFOREUSE Design volid for use o,y WM FAnex®connectors. INs design b basetl oNy upon parameters shown and b for an erdM ual building component. not a tnas system. Before use, Bre Wlding designer must veliy ine oppecotAly of deslgt parameters and properly hComorat. Brh tleslgn Into the overall MONy. AddlBonoi temporary card permanent bracing WeW buOUurg design. B,.ho lM cried Is to prevent buc"N of ardlvidual imssweb aril/or cWrd meMb tsaiways reama for possaxe trN Antiproperlydansc@ Bre Neq.el toprevent cel F, DSB4dnd SCSceregarQng gofwmr Mte a fa ftlyknn. storage. del eft reckon Mfo h -"e. irus5e La Shmsssy a 3l. s AJexondfla. QUDNV CTatb, OSRd9OnOBCSIaVOdgip Compm�n/ el SONygrfonnDlbtnvdlaUe aom Inas Rate trnhlute. 218 N. lee $hee1.51Me 312. PlexontlAa. VA22 14. 6904 Parke East BNd. Tanga, FL 33610 Job Truss Truss Type aty Ply 3170-80 MORNINGDEW LANE T144B2352 75299 VE VALLEY 1 6 1 Job Reference o llonal Chambers l fuss, Inc., FOrt HIMCO, FL oAda 5 mar l l [o to rvn i nn umuawaa, in, um nw a ao:oe: ry .... rayn r ID:mxt3z000ICPw?thmwC9HWgzwlOu.MAOwh5yXNYXyEgOSW WTyW BaRlx9B6XSUeA8f4?z?BjN scale =1:6.0 6.00 F12 2 3 4xG G 3x4 O LOADING (pst) SPACING- 2-PO CSI. DEFL. in (roc) MailL/d PLATES GRIP •TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Verl n/a - n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Verl(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017liP12014 Matrix-P Weight: 6lb FT=20% LUMBER- - BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ho/size) 1=53/2-8-0, 3--SW-8-0 Max Horz 1=15(LC l l ) Max Uplift 1=28(LC 12), 3= 28((_C 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh, BCDL=3.Opsf; h=13ft; B=95ft; L=48fl; eave--6tt; Cat. II; Exp C; Encl., GCpi-0.18; MW FRS (direc8onal) and C-C Extenor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 Pat bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1, 3. Joaquin Velez PE No.88182 ASTak USA, Inc. FL Cert 6634 Mat Parke East BNrL Tampa FL 33610 Date: July 5,2018 ® WAMPIG.VaAly Easrgnp &femanCREAONOTES ON MesMDMCLUDWM EKflEMZ4NCEPAG6M0.7473MK JAM20159EFONEUSE Design valid for useoNy vAln MUdOHconnectors. lhlsdeslgn bbased aNYupon parameters shown. antl is forma ivou` buldho component.rot a truss system. Before use, the w1ding designer must Wary Iho oppffc bfiN of design porameters antl properly ocorporote Ihk design Into the overall dmem BONY. Adcatlonaltempoforyamdpermarontbrahg �• w■ M(Tek' bWNng design. Br=hga WedlstopeventbrchVOfindivduc4Nrssweband/orct h�ways regWtedfor stabllNorW to ptevenicdlapse wlin pos9ble personN hpuyantl Ixopedytlancge. For SB-89 ndBCSIeldklgtrxlfile fobk:aibn.storage. tlelNery.erecilon and basing of tmsesontl euasystems seeANSU1PIF OfwlMCfRero, OSfi-0➢anC ®CSI BuBdOrp CampOnonL Smplym/eaaprypOavdlabe from truss Rale trniiNle. 218 N. Lee Street. Bete 372 NexoMrla. VA 22 14. 6904 Tampa, FL 3361BNtl. Tanya, FL 33610 Job Truss Truss Type Cry Ply 3170-80 MORNINGDEW LANE T74482353 75299 VGE GABLE 1 3 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 44 = 4 8.130 S Mar 11 2018 MI I ex Industries. Inc. Thu Jul 5 06:53:11 2018 Scale=1:26.0 3s41- 12 11 10 9 8 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ld TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) n1a - n/a 999 -TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) n/a - Na 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Hoa(CT) 0.00 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Malrix-S PLATES GRIP MT20 244/190 Weight: 64 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 _ TOP CHORD Stmctural wood sheathing directly applied orb-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 15-9-5. (lb) - Max Horz 1= 166(LC 10) Max Uplift All uplift 100 lb or less atloint(s) 1, 7,11, 9 except 12= 175(LC 12), 8= 175(LC 12) Max Grav All reactions 2501b or less at (oint(s) 1, 7, 10, 11, 9 except 12=288(LC 17), 8=288(LC 1 B) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-12=.2101291, E8=-210/291 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=13f ; B=95ft; L—_18fh, eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exletlor(2) 0-7-7 to 5-4-10, Interior(1) 5-4-10 to 7-113-11, Eldedor(2) 7-10-11 to 12-7-14 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Al plates are 2x3 MT20 unless otherwise Indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 muss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7, 11, 9 except Qt=lb) 12=175, 8=175. Joaquin Velez PE No.68182 MiTek USA, Inc FL Cad 6834 6934 Parke East Blvd. Tampa FL 336(8 Data: July 5,2018 ®WARNWG-VedNdesignpar ofm=dREAONOTES ON THISANOWCLUOEOfdrTEKREFERANCEPAOEW74"aev 10 155££ORE USE Deslyyl for use Win Mnek®conneclas. Thhdedgn k famed oafyu pa cra. rsdwwn. and 5 form lirrdMtlua buadrag component not vald only a Ilum system. Before use. the w1ang designer musl vei fy the oppllcab911y of ded9n parameters mtl properly hoomorme mh desMn Into Ire overall brBarq design Wochgindk le ttopreventWck[hVofindivldualhussweband/orchordmemb Mrs Y. Atlalbtwl lemporaryarW pemlonenl txadng MOW fabric llmgvr )e.delb lymdloprevmicohooff poUIDltl $Wei Yyrnyandproperlydgncg For ge.6alguldalcemgar�ihe fabdcalbn. dorage, delivery. aril,rotund of rm se aVA2231CdhdO, 058-0P and BC51 BUBdhg Gbmponm/ Parke East eNtl. m Tim 18 N. tee s t. sure 1 lexcnd SahNBUaana/baavaloae ham Leas Rate Ins117We, 210 N. Lee street. sure 312. Plexmtl4a VA22J14. Tara69N Tarrya, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 1 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. O'�1dr For 4 x 2 orientation, locate plates 0-110 from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. 'Place location details available in MiTek20120 software or upon request. PLATESIZE 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 BEARING Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. lndustryStandardz ANSI/TPll: Notional 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. Numbering System I 6-4-8 I dimensions shown in sixteenths scale) 11"'ll (Drawings not to scale) JOINTS ARE GENERALLYNUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDSAND WEBSARE IDENTIFIED BYEND JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-131 1, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MTek® All Rights Reserved M iTe k® MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 ® General Safety Notes 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 SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/rPI 1, 7. Design assumes trusses will be suitably protected from the environment In accord with ANSUTPI 1. S. 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 responslbllity, of truss fabricator. General practice Is to camber for dead load deflection. 11. Plate type, sae, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and sae, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purfins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no celling 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. IB. 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. SCANNED BY St. Lucie County SUBSURFACE SOIL EXPLORATION AND GEOTECHNICAL ENGINEERING EVALUATION SEDONA RESIDENTIAL DEVELOPMENT - PHASE 1 3155-3165 MORNINGDEw LANE (BUILDING T-18) ST. LUCIE COUNTY, FLORIDA AACE FILE No. 17-249 ANDERSEN ANDRE CONSULTING ENGINEERS, INC. 834 SW Swan Avenue Port St. Lucie, Florida 34983 Ph:772-807-9191 Fx:772-807-9192 www.aaceinc.com TABLE OF CONTENTS SUBSURFACE SOIL EXPLORATION AND GEOTECHNICAL ENGINEERING EVALUATION SEDONA RESIDENTIAL DEVELOPMENT - PHASE 1 3155-3165 MORNINGDEw LANE (BUILDING T-18) ST. LUCIE COUNTY, FLORIDA AACE FILE No.17-249 PAGE# 1.0 INTRODUCTION............................................................... 1 2.0 SITE INFORMATION AND PROJECT UNDERSTANDING ..................................... 1 3.0 FIELD EXPLORATION PROGRAM...................................................2 4.0 OBSERVED SUBSURFACE CONDITIONS...............................................2 4.1 General Soil Conditions.............................................2 4.2 Measured Groundwater Level......................................3 5.0 LIMITED LABORATORY TESTING PROGRAM...........................................3 6.0 GEOTECHNICAL ENGINEERING EVALUATION...........................................3 6.1 General..........................................................3 6.2 Site Preparation Recommendations .................................. 3 6.3 Foundation and Slab Design........................................4 7.0 QUALITY ASSURANCE...........................................................5 8.0 CLOSURE....................................................................5 • Sheet No. 1 • Site Vicinity Maps • Sheet No. 2 • Boring Location Plan and Soil Boring Profiles • Appendix I • USDA Soil Survey Information • Appendix II • General Notes (Soil Borings, Sampling and Testing Methods) • Appendix II • AACE Project Limitations and Conditions ANDERSEN ANDRE CONSULTING ENGINEERS, INC. W W W.AACEINC.COM ANDERSEN ANDRE CONSULTING ENGINEERS, INC. Geotechnical Engineering Construction Materials Testing Environmental Consulting Edwards Landing, LLC 2324 South Congress Avenue, Suite 2E West Palm Beach, FL 33406 Attention: Mr. Gregg Wexler SUBSURFACE SOIL EXPLORATION AND GEOTECHNICAL ENGINEERING EVALUATION SEDONA RESIDENTIAL DEVELOPMENT- PHASE 1 3155-3165 MORNINGDEw LANE (BUILDING T-18) ST. LUCIE COUNTY, FLORIDA 1.0 INTRODUCTION AACE File No. 17-249 May 9, 2018 In accordance with your authorization, Andersen Andre Consulting Engineers, Inc. (AACE) has completed a subsurface exploration and geotechnical engineering analyses for the above referenced project. The purpose of performing this exploration was to explore shallow soil types and groundwater levels as they relate to the proposed single -story residential building construction, and restrictions which these soil and groundwater conditions may place on the proposed site development. Our work included Standard Penetration Test (SPT) borings, solid - stem auger borings, limited laboratory testing, and engineering analysis. This report documents our explorations and tests, presents our findings, and summarizes our conclusions and recommendations. 2.0 SITE INFORMATION AND PROJECT UNDERSTANDING The Sedona Phase 1 projectcovers approximately 10 acres of land within an approximately35-acre parent tract located on the southwest corner of Edwards Road and 251h Street (St. James Drive) in St. Lucie County, Florida (within Section 29, Township 35 South, Range 40 East). The location of the subject site (i.e. the 10-acre Phase 1 portion) is graphically depicted on the Site Vicinity Map (2016 aerial photograph) as well as on a reproduction of the 1983 USGS Quadrangle Map of "Fort Pierce, Florida", both presented on Sheet No. 1. The USGS Quadrangle Map depicts the subject property as being relatively level with an average surface elevation of about 10 feet relative to the National Geodetic Vertical Datum of 1929. The infrastructure installation for the Phase 1 site is currently on -going and the proposed T-18 building site is roughly outlined and slightly elevated when compared to the surrounding grades. Accordingtothe USDA NRCS Web Soil Survey, the predominant surficial soil type within the subject site is the Winder loamy sand (Map Unit ID 55). This soil type is noted to consist of sandy and loamy marine deposits found on flats within historic marine terraces. The approximate location of the subject site is shown superimposed on an aerial photograph on Sheet No. 1, along with a more specific description of the soil type. Further, the USDA Web Soil Survey summary report is included in Appendix I. 834 Swan Avenue, Port St. Lucie, Florida 34983 Ph: 772-807-9191 Fx: 772-807-9192 w .aaceinc.com SEDONA RESIDENTIAL DEVELOPMENT- PHASE 1 Page -2- 3155-3165 MORNINGDEw LANE (BUILDING T-18) AACE FILE No.17-249 Based on our conversations and on our cursory review of the project civil engineering plans (prepared by Culpepper & Terpening, Inc), we understand that Phase I of the Sedona project consists of constructing thirteen (13) single -story, multi -unit residential dwellings and a clubhouse/swimming pool complex. Additional project features include roadway construction, as well as drainage and utility improvements. Based on your request and after briefly discussing the project with your architect, we understand that at this point in time it is desired to only have a subsurface exploration and geotechnical engineering evaluation performed for the T-18 building site. We have not been provided with any specific structural or architectural information relative to this single -story multi -unit structure. However, we expect that it will be constructed with load -bearing masonry walls and possibly isolated columns. For construction of this type we expected maximum wall loads of 1-2 kips per lineal foot and maximum column loads (if any) of 100 kips. Following our site visit, we expect that 1-2 feet of fill will be placed across the site to raise the general building grades. 3.0 FIELD EXPLORATION PROGRAM To explore subsurface conditions at theT-18 building site, one (1) Standard Penetration Test (SPT) boring (ASTM D1586) and two (2) solid -stem auger borings were completed to depths of 10-15 feet below the existing grades. This work was completed on May 4, 2018. The field work locations shown on Sheet No. 2 were determined in the field by our field crew using the provided site plan, and tape/wheel measurements and the roughlyoutlined building pads as reference. The locations should be considered accurate only to the degree implied by the method of measurement used. We preliminarily anticipate that the actual locations are within 15 feet of those shown on Sheet No. 2. Summaries of AACE's field procedures are included in Appendix II and the individual boring profiles are presented on the attached Sheet No. 2. Samples obtained during performance of the borings were visually classified in the field, and representative portions of the samples were transported to our laboratory in sealed sample jars for further classification. The soil samples recovered from our explorations will be kept in our laboratory for 60 days, then discarded unless you specifically request otherwise. 4.0 OBSERVED SUBSURFACE CONDITIONS 4.1 General Soil Conditions Detailed subsurface conditions are illustrated on the soil boring profiles presented on Sheet No. 2. The stratification of the boring profiles represents our interpretation of the field boring logs and the results of laboratory examinations of the recovered samples. The stratification lines represent the approximate boundary between soil types. The actual transitions may be more gradual than implied. In general, at the locations and depths explored, our borings encountered loose to moderately dense fine sands (SP), slightly clayey fine sands (SP-SC), and clayey fine sands (SC) reaching the termination depth of our borings. The above soil profile is outlined in general terms only; please refer to Sheet No. 2 for individual soil profile details. SEDONA RESIDENTIAL DEVELOPMENT -PHASE 1 Page -3- 3155-3165 MORNINGDEw LANE (BUILDING T-18) AACE FILE No.17-249 4.2 Measured Groundwater Level The groundwater table depth as encountered in the boringsdu ring the field investigations is shown adjacent to the soil profiles on the attached Sheet No. 2. As can be seen, the groundwater table was generally encountered at depth of about 6.5 feet to about 7.0 feet below the existing ground surface, with this range likely attributed to similar, localized elevation variations across the building pad. Overall, fluctuations in groundwater levels should be anticipated throughout the year primarily due to seasonal variations in rainfall and other factors that may vary from the time the borings were conducted. 5.0 LIMITED LABORATORY TESTING PROGRAM Our drillers observed the soil recovered from the SPT sampler and augers, placed the recovered soil samples in moisture proof containers, and maintained a log for each boring. The recovered soil samples, along with the field boring logs, were transported to our Port St. Lucie soils laboratory where they were visually examined by AACE's project engineer to determine their engineering classification. The visual classification of the samples was performed in accordance with the Unified Soil Classification System, USCS. 6.0 GEOTECHNICAL ENGINEERING EVALUATION 6.1 General Based on the findings of our site exploration, our evaluation of subsurface conditions, and judgment based on our experience with similar projects, we conclude that the soils underlying this site are generally satisfactory to support the proposed single -story residential building on conventional spread foundations or a thickened-edge(monolithic)slab. Regardless, in our opinion, the bearing capacity of the loose near -surface soils should be improved in order to reduce the risk of unsatisfactory foundation performance. The general soil improvement we recommend includes proofrolling the building with a heavy vibratory roller. Following are specific recommendations forsite preparation procedures and foundation design for the project. 6.2 Site Preparation Recommendations The existing T-18 building pad should be leveled and compacted with a heavy vibratory roller; any soft, yielding soils detected should be excavated and replaced with clean, compacted backfill that conforms with the recommendations below. Sufficient passes should be made during the proofrolling operations to produce dry densities not less than 98 percent of the modified Proctor (ASTM D1557) maximum dry density of the compacted material to depths of 2 feet below the compacted surface, or 2 feet below the bottom of footings, whichever is lower. In any case, the building pad should receive not less than 10 overlapping passes, half of them in each of two perpendicular directions. After the existing pad surfaces have been compacted and tested to verify that the desired dry density has been obtained, the building area may be filled to the desired grades. All fill material should conform to the recommendations below. It should be placed in uniform layers not exceeding 12 inches in loose thickness. Each layer should be compacted to a dry density not less than 98 percent of its modified Proctor (ASTM D1557) maximum value. SEDONA RESIDENTIAL DEVELOPMENT- PHASE 1 Page 4- 3155-3165 MORNINGDEw LANE (BUILDING T-18) AACE FILE No.17-249 After completion of the general site preparations discussed above, the bottom of foundation excavations dug through the compacted natural ground, fill or backfill, should be compacted so as to densify soils loosened during or after the excavation process, or washed or sloughed into the excavation prior to the placement of forms. A vibratory, walk -behind plate compactor can be used for this final densification immediately prior to the placement of reinforcing steel, with previously described density requirements to be maintained below the foundation level. Following removal of foundation forms, backfill around foundations should be placed in lifts six inches or less in thickness, with each lift individually compacted with a plate tamper. The backfill should be compacted to a dry density of at least 95 percent of the modified Proctor (ASTM D-1557) maximum dry density. All fill material under the buildings should consist of clean sands free of organics and other deleterious materials. The fill material should have not more than 12 percent by dry weight passing the U.S. No. 200 sieve, and no particle larger than 3 inches in diameter. Backfill behind walls, if any, should be particularly pervious, with not more than 4 percent by dry weight passing the U.S. #200 sieve. 6.3 Foundation and Slab Design After the foundation soils have been prepared as recommended above, the site should be suitable for supporting the proposed single -story residential building construction on conventional shallow foundations or a thickened -edge (monolithic) slab proportioned for an allowable bearing stress of 1,500 pounds per square foot [psfj, or less. To provide an adequate factor of safety against a shearing failure in the subsoils, all continuous foundations should be at least 18 inches wide, and all individual column footings should have a minimum width of 36 inches. Exterior foundations should bear at least 18 inches below adjacent outside final grades. Based upon the boring information and the assumed loading conditions, we estimate that the recommended allowable bearing stress will provide a minimum factor of safety in excess of two against bearing capacity failure. With the site prepared and the foundations designed and constructed as recommended, we anticipate total settlements of one inch or less, and differential settlement between adjacent similarly loaded footings of less than one-quarterofan inch. Because of the granular nature of the subsurface soils, the majority of the settlements should occur during construction; post -construction settlement should be minimal. We recommend that representatives of AACE inspect all footing excavations in orderto verify that footing bearing conditions are consistent with expectations. Foundation concrete should not be cast over a foundation surface containing topsoil or organic soils, trash of any kind, surface made muddy by rainfall runoff, or groundwater rise, or loose soil caused by excavation or other construction work. Reinforcing steel should also be clean at the time of concrete casting. If such conditions develop during construction, the reinforcing steel must be lifted out andthefoundation surface reconditioned and approved by AACE. After the ground surface is proofrolled and filled, if necessary, as recommended in this report, the floor slab can be placed directly on the prepared subgrade. For design purposes, we recommend using a subgrade reaction modulus of 200 pounds per cubic inch (pci) for the compacted shallow sands. In our opinion; a highly porous base material is not necessary. We recommend to use a minimum of 10 mil polyolefin film as the main component of a vapor barrier system. SEDONA RESIDENTIAL DEVELOPMENT- PHASE 1 Page -5- 3155-3165 IVIORNINGDEw LANE (BUILDING T-18) AACE FILE No.17-249 7.0 QUALITY ASSURANCE We recommend establishing a comprehensive quality control program to verify that all site preparation and foundation and pavement construction is conducted in accordance with the appropriate plans and specifications. Materials testing and inspection services should be provided by Andersen Andre Consulting Engineers, Inc. An experienced engineering technician should monitor all stripping and grubbing, on a full-time basis to verify that deleterious materials have been removed. The technician should observe the proof -rolling operation to verify that the appropriate number of passes are applied to the subgrade. In -situ density tests should be conducted during filling activities and below all footings, floor slabs, pavement areas, and within utility/drainage installations to verify that the required densities have been achieved. In -situ density values should be compared to laboratory Proctor moisture -density results for each of the different natural and fill soils encountered. 8.0 CLOSURE The geotechnical evaluation submitted herein is based on the data obtained from the soil boring profiles presented on Sheet No 2, and our understanding of the project as described in the previous. Limitations and conditions to this report are presented in Appendix III. This report has been prepared in accordance with generally accepted soil and foundation engineering practices forthe exclusive use of Edwards Landing, LLC. No otherwarranty, expressed or implied, is made. We are pleased to be of assistance to you on this phase of your project. When we may be of further service to you or should you have any questions, please contact us. Sincerely, {`v�\\��IRdI!/���/� INC. �57556 •, PeterDavid P. Andre, P.E. Pnncip`aT,P ipeer p5f ` Principal Engineer Fla Reg. fA9 6 oR � � Fla Reg. No 53 69 PGA/DPA;pa ANDERSEN ANDRE CONSULTING ENGINEERS, INC. WWW.AACEINC.COM APPENDIX I USDA Soil Survey Information 2016 AERIAL PHOTOGRAPH Source: mapcanl.com USGS TOPOGRAPHIC MAP (1983 USGS Quadrangle Map of "Fort Pierce, Florida") EDWARDS RD N � a ERCF � i � ` •�:.. r; it � �� SITE .",.-.. ..%' .ram G �� . ■� ](-'. 45 1i SECTION 29 TOWNSHIP 35S RANGE 40E NOT TO SCALE ANDERSEN ANDRE CONSULTING ENGINEERS, INC. 834 SW Swan Avenue, Port St. Lucie, FL 34983 772-807-9191 www.AACEInc.com Certificate of Authorization No. 26794 bource: mapcara.com SITE VICINITY MAPS USDA SOIL SURVEY MAP USDA NRCS SOIL TYPE IN VICINITY OF PROPOSED BUILDING 55: Winder loamy sand "Typically, the surface layer is 6 inches thick. It is black loamy sand in the upper 3 inches and very dark gray loamy sand in the lower 3 inches. The subsurface layer is sand 6 inches thick. It is grayish brown in the upper 3 inches and light brownish gray in the lower 3 inches. The subsoil extends to.a depth of 61 inches. In sequence; it is dark grayish brown sandy clay loam with a few light brownish gray sandy tongues of the subsurface layer in the upper 9 inches; gray sandy clay loam in the next 12 inches; dark gray sandy loam in the next 16 inches; and gray loamy sand in the lower 12 inches. The substratum, to a depth of 80 inches or more, is light gray sand" [from the USDA Soil Survey Manuscript for St. Lucie County, FL (1980)] GEOTECHNICAL ENGINEERING EVALUATION SEDONA RESIDENTIAL DEVELOPMENT - PHASE 1 3155316S BE MORNINGDEW LANE (BUILDING T-18) ST. LUCIE COUNTY, FLORIDA Drawn to PGA Date: May 2018 Checked by: DPA Date: Mav 2016 AACE File No: 17-249 Sheet No. 1 2 243YN D 2P2CN 3 Soil Map —St. Lucie County, Florida >n (Edwards Landing, SLC) L d � 5G9B0 934?A 9311tn axmo a34110 5541W : Ilu 3 Map Sok: 1:1,570 dprirHed mA Wndsape (11" z 8.5') sheet N a p qp BD o 12s AFeet d ,� Mapproje[tlm:Web Meromr Comerooadinates:WG4B4 Edgetivs:UlMZone17NWGS84 USpq Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey pp 2A 2C33-N pM M qM M M pal M pD M pF M f F 242VN (n 80/2017 Page 1 of 3 Soil Map --St. Lucie County, Florida (Edwards Landing, SLC) MAP LEGEND h4/a1aIki174111NJ)FA0PLI Area of Interest (AOg IN Spoil Area The soil surveys that comprise your ACI were mapped at O Area of Interest (AOI) Stony Spot 1:24,000. Solis •� Very Stony Spot Warning: Soil Map may not be valid at this scale. Q Soil Map Unit Polygons g Wet Spot Enlargement of maps beyond the scale of mapping can cause �y Soil Map Unit Lines misunderstanding of the detail of mapping and accuracy of soil Other line placement. The maps do not show the small areas of Soil Map Unit Points Special Line Features contrasting soils that could have been shown at a more detailed Special Point Features scale. V Blowout Water Features Streams and Canals Please rely on the bar scale on each map sheet for map Borrow Pit measurements. Transportation Clay Spot Rails Source of Map: Natural Resources Conservation Service i-t-f Web Soil Survey URL: Q Closed Depression Interstate Highways Coordinate System: Web Mercator (EPSG:3857) Gravel Pit ry US Routes Maps from the Web Soil Survey are based on the Web Mercator Gravelly Spot Major Roads projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the ® Landfill d Local Roads Albers equal-area conic projection, should be used if more Lava Flow accurate calculations of distance or area are required. Background Marsh or swamp ® Aerial Photography This product Is generated from the USDA-NRCS certified data as of the version date(s) listed below. �i Mine or Quarry Soil Survey Area: St. Lucie County, Florida Miscellaneous Water Survey Area Data: Version 9, Sep 16, 2016 Perennial Water Soil map units are labeled (as space allows) for map scales ep Rock Outcrop 1:50,000 or larger. + Saline Spot )er al images were photographed: Dec 31, 2009—Mar 2Date(s 17 .. Sandy Spot The orthaphoto or other base map on which the soil lines were ,gi• Severely Eroded Spot compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor Sinkhole shifting of map unit boundaries may be evident. Slide or Slip Sodic Spot ODUUU Natural Resources Web Soil Survey 8/21/2017 i� Conservation Service National Cooperative Soil Survey Page 2 of 3 Soil Map —St. Lucie County, Florida Map Unit Legend Edwards Landing, SLC St Lucie County, Florida (FL111) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 48 Wabasso sand, 0 to 2 percent slopes 2.1 23.7% 55 Winder loamy sand 6.9 76.3% Totals for Area of Interest 9.0 100.0% USDA Natural Resources Web Soil Survey 8/21/2017 Conservation Service National Cooperative Soil Survey Page 3 of 3 Map Unit Description: Winder loamy sand —St. Lucie County, Florida St. Lucie County, Florida 55—Winder loamy sand Map Unit Setting National map unit symbol., 1jpwk Mean annual precipitation: 49 to 58 inches Mean annual air temperature: 70 to 77 degrees F Frost -free period., 350 to 365 days Farmland classification: Farmland of unique importance Map Unit Composition Winder, drained and bedded, and similar soils: 67 percent Winder, hydric, and similar soils: 15 percent Minor components: 18 percent Estimates are based on observations, descriptions, and transacts of the mapunit. Description of Winder, Drained And Bedded Setting Landform: Flats on marine terraces Landform position (three-dimensional): Talf Down -slope shape: Concave, convex Across -slope shape: Linear Parent material: Sandy and loamy marine deposits Typical profile A - 0 to 6 inches: loamy sand E - 6 to 12 inches: sand Btg1- 12 to 33 inches: sandy clay loam Btg2 - 33 to 49 inches: sandy loam Cg1- 49 to 61 inches: loamy sand Cg2 - 61 to 80 inches: sand Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: More than 80 inches Natural drainage class., Poorly drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: About 12 to 18 inches Frequency of Flooding., None Frequency of ponding., None Calcium carbonate, maximum in profile: 5 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Sodium adsorption ratio, maximum in profile: 4.0 Available water storage in profile: Low (about 5.8 inches) Edwards Landing, SLC us�q Natural Resources Web Soil Survey 8/2112017 Conservation Service National Cooperative Soil Survey Page 1 of 4 1 Map Unit Description: Winder loamy sand --St. Lucie County, Florida Interpretive groups Land capability classification (irrigated): None specified Land capability classification (noninigated): 3w Hydrologic Soil Group: C/D Other vegetative classification: Loamy and clayey soils on flats of hydric or mesic lowlands (G156BC341 FL) Hydric soil rating: No Description of Winder, Hydric Setting Landform: Flats on marine terraces Landform position (three-dimensional): Talf Down -slope shape: Concave, linear Across -slope shape: Linear Parent material. Sandy and loamy marine deposits Typical profile A - 0 to 6 inches: loamy sand E - 6 to 12 inches: sand Btg1- 12 to 33 inches., sandy clay loam Btg2 - 33 to 49 inches: sandy loam Cgl - 49 to 61 inches: loamy sand Cg2 - 61 to 80 inches: sand Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Poorly drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: About 0 to 12 inches Frequency of flooding. None Frequency of ponding. None Calcium carbonate, maximum in profile: 5 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Sodium adsorption ratio, maximum in profile: 4.0 Available water storage in profile: Low (about 5.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3w Hydrologic Soil Group: C/D Other vegetative classification: Loamy and clayey soils on flats of hydric or mesic lowlands (G156BC341 FL) Hydric soil rating: Yes Minor Components Floridana Percent of map unit., 3 percent Edwards Landing, SLC USDg Natural Resources Web Soil Survey 8/2112017 Conservation Service National Cooperative Soil Survey Page 2 of 4 r� Map Unit Description: Winder loamy sand —St. Lucie County, Florida Landform: Depressions on marine terraces Landform position (three-dimensional): Dip Down -slope shape: Concave Across -slope shape: Concave Other vegetative classification: Sandy over loamy soils on stream terraces, flood plains, or in depressions (G156BC245FL) Hydric soil rating., Yes Riviera Percent of map unit., 3 percent Landform: Flats on marine terraces Landform position (three-dimensional): Talf Down -slope shape: Linear Across -slope shape: Linear Other vegetative classification: Sandy over loamy soils on flats of hydric or mesic lowlands (GI66BC241 FL) Hydric soil rating: Yes Hallandale Percent of map unit. 3 percent Landform: Flats on marine terraces Landform position (three-dimensional): Interfluve, talf Down -slope shape: Convex Across -slope shape: Linear Other vegetative classification: Sandy soils on flats of mesic or hydric lowlands (G156BC141FL) Hydric soil rating: No Pineda Percent of map unit. 3 percent Landform: Drainageways on marine terraces, flats on marine terraces Landform position (three-dimensional): Dip Down -slope shape: Linear Across -slope shape: Concave Othervegetative classification: Sandy over loamy soils on flats of hydric or mesic lowlands (G156BC241 FL) Hydric soil rating: Yes Wabasso, gravelly substratum Percent of map unit., 2 percent Landform: Flats on marine terraces Landform position (three-dimensional): Talf Down -slope shape: Convex Across -slope shape: Linear Other vegetative classification: Sandy soils on flats of mesic or hydric lowlands (G156BC141FL) Hydric soil rating. No Wabasso Percent of map unit: 2 percent Landform: Flats on marine terraces Landfonn position (three-dimensional): Talf Down -slope shape: Convex Edwards Landing, SLC Natural Resources Web Soil Survey 8/21/2017 Conservation Service National Cooperative Soil Survey Page 3 of 4 Map Unit Description: Winder loamy sand --St. Lucie County, Florida Across -slope shape: Linear Other vegetative classification: Sandy soils on flats of mesic or hydric lowlands (G156BC141FL) Hydric soil rating: No Winder, shell substratum, hydric Percent of map unit: 2 percent Landform: Flats on marine terraces Landform position (three-dimensional): Talf Down -slope shape: Concave, linear Across -slope shape: Linear Other vegetative classification: Loamy and clayey soils on flats of hydric or mesic lowlands (G156BC341 FL) Hydric soil rating: Yes Data Source Information Soil Survey Area: St. Lucie County, Florida Survey Area Data: Version 9, Sep 16, 2016 Edwards Landing, SLC rAog Natural Resources Web Soil Survey 8/21/2017 Conservation Service National Cooperative Soil Survey Page 4 of 4 APPENDIX II General Notes (Soil Borings, Sampling and Testing Methods) ANDERSEN ANDRE CONSULTING ENGINEERS, INC. SOIL BORING, SAMPLING AND TESTING METHODS GENERAL Andersen Andre Consulting Engineers, Inc. (AACE) borings describe subsurface conditions only at the locations drilled and at the time drilled. They provide no information about subsurface conditions below the bottom of the boreholes. At locations not explored, surface conditions that differ from those observed in the borings may exist and should be anticipated. The information reported on our boring logs is based on our drillers' logs and on visual examination in our laboratory of disturbed soil samples recovered from the borings. The distinction shown on the logs between soil types is approximate only. The actual transition from one soil to another may be gradual and indistinct. The groundwater depth shown on our boring logs is the water level the driller observed in the borehole when it was drilled. These water levels may have been influenced by the drilling procedures, especially in borings made by rotary drilling with bentonitic drilling mud. An accurate determination of groundwater level requires long-term observation of suitable monitoring wells. Fluctuations in groundwater levels throughout the year should be anticipated. The absence of a groundwater level on certain logs indicatesthat no groundwaterdata is available. It does not mean that groundwater will not be encountered at that boring location at some other point in time. STANDARD PENETRATION TEST The Standard Penetration Test (SPT) is a widely accepted method of in situ testing of foundation soils (ASTM D-1586). A 2-foot (0.6m) long, 2-inch (50mm) O.D. split-barrell sampler attached to the end of a string of drilling rods is driven 24 inches (0.60m) into the ground by successive blows of a 140-pound (63.5 Kg) hammer freely dropping 30 inches (0.76m). The number of blows needed for each 6 inches (0.15m) increments penetration is recorded. The sum of the blows required for penetration of the middle two 6-inch (0.15m) increments of penetration constitutes the test result of N-value. After the test, the sampler is extracted from the ground and opened to allow visual description of the retained soil sample. The N-value has been empirically correlated with various soil properties allowing a conservative estimate of the behavior of soils under load. The following tables relate N-values to a qualitative description of soil density and, for cohesive soils, an approximate unconfined compressive strength (Qu): Cohesionless Soils: N-Value Description 0 to 4 Veryloose 4 to 10 Loose 10 to 30 Medium dense 30 to 50 Dense Above 50 Very dense Cohesive Soils: N-Value Description Chu 0 to 2 Verysoft Below 0.25 tsf (25 kPa) 2 to 4 soft 0.25 to 0.50 tsf (25 to 50 kPa) 4 to 8 Medium stiff 0.50 to 1.0 tsf (50 to 100 kPa) 8 to 15 stiff 1.0 to 2.0 tsf (100 to 200 kPa) 15 to 30 Very stiff 2.0 to 4.0 tsf (200 to 400 kPa) Above 30 Hard Above 4.0 tsf (400 kPa) The tests are usually performed at 5 foot (1.5m) intervals. However, more frequent or continuous testing is done by AACE through depths where a more accurate definition of the soils is required. The test holes are advanced to the test elevations by rotary drilling with a cutting bit, using circulating fluid to remove the cuttings and hold the fine grains in suspension. The circulating fluid, which is bentonitic drilling mud, is also used to keep the hole open below the water table by maintaining an excess hydrostatic pressure inside the hole. In some soil deposits, particularly highly pervious ones, flush -coupled casing must be driven to just above the testing depth to keep the hole open and/or prevent the loss of circulating fluid. After completion of a test borings, the hole is kept open until a steady state groundwater level is recorded. The hole is then sealed by backfilling, either with accumulated cuttings or lean cement. Representative split -spoon samples from each sampling interval and from different strata are brought to our laboratory in air -tight jars for classification and testing, if necessary. Afterwards, the samples are discarded unless prior arrangement have been made. POWER AUGER BORINGS Auger borings (ASTM D-1452) are used when a relatively large, continuous sampling of soil strata close to the ground surface is desired. A4-inch (100 mm) diameter, continuous flight, helical auger with a cutting head at its end is screwed into the ground in 5-foot (1.5m) sections. It is powered bythe rotary drill rig. The sample is recovered by withdrawing the auger our of the ground without rotating it. The soil sample so obtained, is classified in the field and representative samples placed in bags orjars and returned to the AACE soils laboratory for classification and testing, if necessary. HAND AUGER BORINGS Hand auger borings are used, if soil conditions are favorable, when the soil strata are to be determined within a shallow (approximately 5-foot 11.5m]) depth or when access is not available to power drilling equipment. A 3-inch (75mm) diameter hand bucket auger with a cutting head is simultaneously turned and pressed into the ground. The bucket auger is retrieved at approximately 6-inch (0.15m) interval and its contents emptied for inspection. On occasion post - hole diggers are used, especially in the upper 3 feet (1m) or so. Penetrometer probings can be used in the upper 5 feet (1.5m) to determine the relative density of the soils. The soil sample obtained is described and representative samples put in bags or jars and transported to the AACE soils laboratory for classification and testing, if necessary. UNDISTURBED SAMPLING Undisturbed sampling (ASTM D-1587) implies the recovery of soil samples in a state as close to their natural condition as possible. Complete preservation of in situ conditions cannot be realized; however, with careful handling and proper sampling techniques, disturbance during sampling can be minimized for most geotechnical engineering purposes. Testing of undisturbed samples gives a more accurate estimate of in situ behavior than is possible with disturbed samples. Normally, we obtain undisturbed samples by pushing a 2.875-inch (73 mm) I.D., thin wall seamless steel tube 24 inches (0.6 m) into the soil with a single stoke of a hydraulic ram. The sampler, which is a Shelby tube, is 30 (0.8 m) inches long. After the sampler is retrieved, the ends are sealed in the field and it is transported to our laboratory for visual description and testing, as needed. ROCK CORING In case rockstrata is encountered and rock strength/continuity/composition information is needed for foundation or mining purposes, the rock can be cored (ASTM D-2113) and 2-inch to 4-inch diameter rock core samples be obtained for further laboratory analyses. The rock coring is performed through flush -joint steel casing temporarily installed through the overburden soils above the rock formation and also installed into the rock. The double- or triple -tube core barrels are advanced into the rocktypically in 5-foot intervals and then retrieved to the surface. The barrel is then opened so that the core sample can be extruded. Preliminary field measurements of the recovered rock cores include percent recovery and Rock Quality Designation (RQD) values. The rock cores are placed in secure core boxes and then transported to our laboratory for further inspection and testing, as needed. SFWMD EXFILTRATION TESTS In order to estimate the hydraulic conductivity of the upper soils, constant head or falling head exfiltration tests can be performed. These tests are performed in accordance with methods described in the South Florida Water Management District (SFWMD) Permit Information Manual, Volume IV. In brief, a 6 to 9 inch diameter hole is augered to depths of about 5 to 7 feet; the bottom one foot is filled with 57-stone; and a 6-foot long slotted PVC pipe is lowered into the hole. The distancefrom the groundwatertable and to the ground surface is recordedandthe hole isthen saturated for 10 minutes with the water level maintained at the ground surface. If a constant head test is performed, the rate of pumping will be recorded at fixed intervals of 1 minute for a total of 10 minutes, following the saturation period. LABORATORY TEST METHODS Soil samples returned to the AACE soils laboratory are visually observed by a geotechnical engineer or a trained technician to obtain more accurate description of the soil strata. Laboratory testing is performed on selected samples as deemed necessary to aid in soil classification and to help define engineering properties of the soils. The test results are presented on the soil boring logs at the depths at which the respective sample was recovered, except that grain size distributions or selected other test results may be presented on separate tables, figures or plates as discussed in this report. , THE PROJECT SOIL DESCRIPTION PROCEDURE FOR SOUTHEAST FLORIDA CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES The soil descriptions shown on the logs are based upon visual -manual procedures in accordance with local practice. Soil classification is performed in general accordance with the United Soil Classification System and is also based on visual -manual procedures. BOULDERS (>32" 1300 MMl) and COBBLES M' 175 MMl TO 12" 1300 MMI): GRAVEL: Coarse Gravel: 3/4" (19 mm) to 3" (75 mm) Fine Gravel: No. 4 (4.75 mm) Sieve to 3/4" (19 mm) Descriptive adjectives 0 - 5% — no mention of gravel in description 5 -15% — trace 15-29% —some 30-49% — gravelly (shell,limerock,cemented sands) SANDS: COARSE SAND: No. 30 (2 mm) Sieve to No. 4 (4.75 mm) Sieve MEDIUM SAND: No. 40 (425 µm) Sieve to No. 10 (2 mm) Sieve FINE SAND: No. 200 (75 µm) Sieve to No.40 (425 µm) Sieve Descriptive adiectives: 0 - 5% — no mention of sand in description 5-15% —trace 15-29% —some 30-49% —sandy SILT CLAY: <#200 (75µM) Sieve SILTY OR SILT: PI <4 SILTY CLAYEY OR SILTY CLAY: 4 s PI s 7 CLAYEY OR CLAY: PI > 7 Descriptive adjectives: <- 5% —clean (no mention of silt or clay in description) 5-15% —slightly 16 - 35% — clayey, silty, or silty clayey 36-49% —very ORGANIC SOILS: Organic Content Descriptive Adjectives Classification 0 - 2.5% Usually no mention of See Above organics in description 2.6 - 5% slightly organic add "with organic fines" to group name 5 - 30% organic SM with organic fines Organic Silt (OL) Organic Clay (OL) Organic Silt (OH) THE PROJECT SOIL DESCRIPTION PROCEDURE FOR SOUTHEAST FLORIDA CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES Organic Clay (OH) HIGHLY ORGANIC SOILS AND MATTER: Organic Content Descriptive Adjectives Classification 30 - 75% sandy peat Peat (PT) silty peat Peat (PT) > 75% amorphous peat Peat (PT) fibrous peat Peat (PT) STRATIFICATION AND STRUCTURE: Descriptive Term Thickness with interbedded seam less than Y: inch (13 mm) thick layer Y. to 12-inches (300 mm) thick stratum more than 12-inches (300 mm) thick pocket small, erratic deposit, usually less than 1-foot lens lenticular deposits occasional one or less per foot of thickness frequent more than one per foot of thickness calcareous containing calcium carbonate (reaction to diluted HCL) hardpan spodic horizon usually medium dense marl mixture of carbonate clays, silts, shells and sands ROCK CLASSIFICATION (FLORIDA) CHART: Symbol Typical Description LS Hard Bedded Limestone or Caprock WLS Fractured or Weathered Limestone LR Limerock (gravel, sand, silt and clay mixture) SLS Stratified Limestone and Soils THE PROJECT SOIL DESCRIPTION PROCEDURE FOR SOUTHEAST FLORIDA CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES LEGEND FOR BORING LOGS N: Number of blows to drive a 2-inch OD split spoon sampler 12 inches using a 140-pound hammer dropped 30 inches R: Refusal (lessthan sixinches advance of the splitspoon after50 hammer blows) MC: Moisture content (percent of dry weight) OC: Organic content (percent of dry weight) PL: Moisture content at the plastic limit LL: Moisture content at the liquid limit PI: Plasticity index (LL-PL) qu: Unconfined compressive strength (tons per square foot, unless otherwise noted) -200: Percent passing a No. 200 sieve (200 wash) +40: Percent retained above a No. 40 sieve US: Undisturbed sample obtained with a thin -wall Shelby tube k: Permeability (feet per minute, unless otherwise noted) ` DD: Dry density (pounds per cubic foot) TW: Total unit weight (pounds per cubic foot) APPENDIX III AACE Project Limitations and Conditions ANDERSEN ANDRE CONSULTING ENGINEERS, INC. (revised January 24, 2007) Project Limitations and Conditions Andersen Andre Consulting Engineers, Inc. has prepared this report for our client for his exclusive use, in accordance with generally accepted soil and foundation engineering practices. No other warranty, expressed or implied, is made herein. Further, the report, in all cases, is subject to the following limitations and conditions: VARIABLE/UNANTICIPATED SUBSURFACE CONDITIONS The engineering analysis, evaluation and subsequent recommendations presented herein are based on the data obtained from our field explorations, at the specific locations explored on the dates indicated inthe report. Thisreportdoes not reflect any subsurface variations (e.g. soiltypes, groundwater levels, etc.) which may occur adjacent or between borings. The nature and extent of any such variations may not become evident until construction/excavation commences. In the event such variations are encountered, Andersen Andre Consulting Engineers, Inc. may find it necessary to (1) perform additional subsurface explorations, (2) conduct in -the -field observations of encountered variations, and/or re-evaluate the conclusions and recommendations presented herein. We at Andersen Andre Consulting Engineers, Inc. recommend that the project specifications necessitate the contractor immediately notifying Andersen Andre Consulting Engineers, Inc., the owner and the design engineer (if applicable) if subsurface conditions are encountered that are different from those presented in this report. No claim by the contractor for any conditions differing from those expected in the plans and specifications, or presented in this report, should be allowed unless the contractor notifies the owner and Andersen Andre Consulting Engineers, Inc. of such differing site conditions. Additionally, we recommend that all foundation work and site improvements be observed by an Andersen Andre Consulting Engineers, Inc. representative. SOIL STRATA CHANGES Soil strata changes are indicated by a horizontal line on the soil boring profiles (boring logs) presented within this report. However, the actual strata's changes may be more gradual and indistinct. Where changes occur between soil samples, the locations of the changes must be estimated using the available information and may not be at the exact depth indicated. SINKHOLE POTENTIAL Unless specifically requested in writing, a subsurface exploration performed by Andersen Andre Consulting Engineers, Inc. is not intended to be an evaluation for sinkhole potential. MISINTERPRETATION OF SUBSURFACE SOIL EXPLORATION REPORT Andersen Andre Consulting Engineers, Inc. is responsible forthe conclusions and recommendations presented herein, based upon the subsurface data obtained during this project. If others render conclusions or opinions, or make recommendations based upon the data presented in this report, those conclusions, opinions and/or recommendations are notthe responsibility of Andersen Andre Consulting Engineers, Inc. CHANGED STRUCTURE OR LOCATION This report was prepared to assist the owner, architect and/or civil engineer in the design of the subject project. If any changes in the construction, design and/or location of the structures as discussed in this report are planned, or if any structures are included or added that are not discussed in this report, the conclusions and recommendations contained in this report may not be valid. All such changes in the project plans should be made known to Andersen Andre Consulting Engineers, Inc. for our subsequent re-evaluation. USE OF REPORT BY BIDDERS Bidders who are reviewing this report prior to submission of a bid are cautioned that this report was prepared to assist the owners and project designers. Bidders should coordinate their own subsurface explorations (e.g.; soil borings, test pits, etc.) for the purpose of determining any conditions that may affect construction operations. Andersen Andre Consulting Engineers, Inc. cannot be held responsible for any interpretations made using this report or the attached boring logs with regard to their adequacy in reflecting subsurface conditions which may affect construction operations. IN -THE -FIELD OBSERVATIONS Andersen Andre Consulting Engineers, Inc. attempts to identify subsurface conditions, including soil stratigraphy, water levels, zones of lost circulation, "hard" or "soft" drilling, subsurface obstructions, etc. However, lack of mention in the report does not preclude the presence of such conditions. LOCATION OF BURIED OBJECTS Users of this report are cautioned that there was no requirement for Andersen Andre Consulting Engineers, Inc. to attempt to locate any man-made, underground objects during the course of this exploration, and that no attempts to locate any such objects were performed. Andersen Andre Consulting Engineers, Inc. cannot be responsible for any buried man-made objects which are subsequently encountered during construction. PASSAGE OF TIME This report reflects subsurface conditions that were encountered atthetime/date indicated in the report. Significant changes can occur at the site during the passage of time. The user of the report recognizes the inherent risk in using the information presented herein after a reasonable amount of time has passed. We recommend the user of the report contact Andersen Andre Consulting Engineers, Inc. with any questions or concerns regarding this issue. ,— Geolechnical Engineering Report �, Geotechnical Services Are Performed for Specific Purposes, Persons, and Projects Geotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical engineering study conducted for a civil engi- neer may not fulfill the needs of a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared solelyfor the client. No one except you should rely on your geotechnical engineering report without first conferring with the geotechnical engineer who prepared it. And no one —not even you —should apply the report for any purpose or project except the one originally contemplated. Read the Full Repot Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary. Do not read selected elements only. A Geotechnical Engineering Report is Based on A Unique Set of Project -Specific Factors Geotechnical engineers consider a number of unique, project -specific fac- tors when establishing the scope of a study. Typical factors include: the client's goals, objectives, and risk management preferences; the general nature of the structure involved, its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless the geotechnical engineer who conducted the study specifically indicates oth- erwise, do not rely on a geotechnical engineering report that was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: • the function of the proposed structure, as when it's changed from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse, • elevation, configuration, location, orientation, or weight of the proposed structure, • composition of the design team, or • project ownership. As a general rule, always inform your geotechnical engineer of project changes —even minor ones ---and request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed. Subsurface Conditions Can Change A geotechnical engineering report is based on conditions that existed at the time the study was performed. Do not rely on a geotechnical engineer- ing report whose adequacy may have been affected by: the passage of time; by man-made events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctua- tions. Always contact the geotechnical engineer before applying the report to determine if it is still reliable. A minor amount of additional testing or analysis could prevent major problems. Most Geotechnical Findings Are Professional opinions Site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. Geotechnical engi- neers review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ —sometimes significantly — from those indicated in your report. Retaining the geotechnical engineer who developed your report to provide construction observation is the most effective method of managing the risks associated with unanticipated conditions. A Report's Recommendations; Are AW Final Do not overrely on the construction recommendations included in your report. Those recommendations are not final, because geotechnical engi- neers develop them principally from judgment and opinion. Geotechnical engineers can finalize their recommendations only by observing actual subsurface conditions revealed during construction. The geotechnical engineer who developed your report cannot assume responsibility or liability for the report's recommendations it that engineer does not pedorm construction observation. A Geotechnical Engineering Report Is Subject to Mlsitterplretation Other design team members' misinterpretation of geotechnical engineering reports has resulted in costly problems. Lower that risk by having your geo- technical engineer confer with appropriate members of the design team after submitting the report. Also retain your geotechnical engineer to review perti- nent elements of the design team's plans and specifications. Contractors an also misinterpret a geotechnical engineering report. Reduce that risk by having your geotechnical engineer participate in prebid and preconstruction conferences, and by providing construction observation. Do Not Redfi aw the Hiligineer's Logs Geotechnical engineers prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering report should neverbe redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk. Give Contractors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give con- tractors the complete geotechnical engineering report, but preface it with a clearly written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with the geotechnical engineer who prepared the report (a modest fee may be required) and/or to conduct additional study to obtain the specific types of information they need or prefer. A prebid conference can also be valuable. Be sure contrac- tors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Read Responsibility Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering is far less exact than other engineering disci- plines. This lack of understanding has created unrealistic expectations that have led to disappointments, claims, and disputes. To help reduce the risk of such outcomes, geotechnical engineers commonly include a variety of explanatory provisions in their reports. Sometimes labeled "limitations' many of these provisions indicate where geotechnical engineers' responsi- bilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly. Geolinvironmental Concerns Are Not Covered The equipment, techniques, and personnel used to perform a geoenviron- mental study differ significantly from those used to perform a geotechnical study. For that reason, a geotechnical engineering report does not usually relate any geoenvironmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated environmental problems have led to numerous project failures. If you have not yet obtained your own geoenvi- ronmental information, ask your geotechnical consultant for risk manage- ment guidance. Do not rely on an environmental report prepared for some- one else. Obtain Professional Assistance To Deal with Mold Diverse strategies can be applied during building design, construction, operation, and maintenance to prevent significant amounts of mold from growing on indoor surfaces. To be effective, all such strategies should be devised for the express purpose of mold prevention, integrated into a com- prehensive plan, and executed with diligent oversight by a professional mold prevention consultant. Because just a small amount of water or moisture an lead to the development of severe mold infestations, a num- ber of mold prevention strategies focus on keeping building surfaces dry. While groundwater, water infiltration, and similar issues may have been addressed as pad of the geotechnical engineering study whose findings are conveyed in this report, the geotechnical engineer in charge of this project is not a mold prevention consultant; none of the services per- formed In connection with the geotechnical engineer's study were designed or conducted for the purpose of mold preven- tion. Proper Implementation of the recommendations conveyed In this report will not of itself he sufficient to prevent maid from growing In or an the structure Involved. Rely, on Your ASFE-Member Geotechnclal Engineer for Additional Assistance Membership in ASFFJME BEsr PEOPLE or1 EARTH exposes geotechnical engineers to a wide array of risk management techniques that can be of genuine benefit for everyone involved with a construction project. Confer with your ASFE-member geotechnical engineer for more information. ASFETHE BUSIN SSROFESSIONAL ASSOCIATION 8811 Colesvi Ile Road/Suite G106, Silver Spring, MD 20910 Telephone:301/565-2733 Facsimile:301/589-2017 e-mail: info®aste.org www.asfe.org Copyright 2012 by ASFE, Inc. Duplication, reproduction, or copying or this document In whole or In part, byany means whatsoever, Is stdctly prohibited, except with ASFEs specific written permisslon. Excerpting, quoting, or otherwise exbacbng wording from this document is permitted only with the express written permission Of ASFE. and only for purposes of scholarly research or book review. Only members ofASFE may use this document as a complement to or as an element of a geotachnlcat engineering report. Any other firm, Individual, or otherentily that so uses this document without being an ASFE member could be commiting negligent or intentional tfmudulent) misrepresentation. IIGER03135,01JRP PRO -DUCT SERVICES BLOWER DOOR& DUCT LEAKAOETESTIND TESTING -ADJUSTING -BALANCING TEST & BALANCE INSTRUMENTS Evergreen Telemetry Capture Hood 1513: Range: 100-2500 CFM Accuracy: +/- 3% Calibration: May 17, 2019 Evergreen Telemetry Capture Hood 8D-14: Range: Accuracy: Calibration: 15-200 CFM +/- 3 May 29, 2019 Evergreen Pressure/Velocity/Flow Sensing Module —Model S-PVF-1: Range: 1-2, 14-32 inches FIG, 32° - 158' F Accuracy: +/- 3% Calibration: June 5, 2019 Evergreen Wrist Reporter WR-401 Pro -Duct Services Technician: Michael Faurot Certified NCI Contractor/Supervisor/Technician NCI Commercial Certification ID: 19-229-03 — Equipment re -calibration is performed as required by testing guidelines. — Pro -Duct Services, 1915 Rio Vista At Fort Pierce, FL 34949 772.528.2076 pro-ductservicesfl@gmail.com certmed MICHAEL FAUROT Has successfully completed the required training and passed the written exam by the Nabd Comfort kstitulet Jul to perform HVAC commercial system balancing up to 20 tons according to NO practical standards and procedures. �fo Certified Since May 9, 2019 Certified C as administered and recognized by Egsea:.940N �nPrc � r \rOmmsH ^ 1 nunmrs rnsumce me Rob Falke, President Pro -Duct Services, 1915 Rio Vista Rd, Fort Pierce, FL 34949 772.528.2076 pro-ductservicesJl@gmail.com "-4-5tak PRO -DUCT SERVICES BLOWERBOOR& DUCTLEAKAOETESTINO TESTING -ADJUSTING -BALANCING AIR OUTLET CHARACTERIZATION for STAN WEEKS & ASSOCIATES Edwards Landing —BUILDING 18 3213 Morning Dew Lane, Fort Pierce, FL 34982 Description Outlet Number Type Size Design CFM Pre Test CFM FINAL CFM Entrance 1 CD 8 x 4 30 49 42 Kitchen/Living Rm 2 CD 10 x 10 160 168 159 Bathroom 3 CD 8 x 4 15 28 28 Bedroom 1 4 CD 12 x 8 180 150 165 Bedroom 2 Vent 1 5 CD 30 x 30 125 90 110 Bedroom 2 Vent 2 6 CD 10 x 10 125 100 113 TOTAL 635 617 FAN DATA Panasonic Whispergreen Model FV-05-11USK1 Vent Fan Mechanical components working as designed and match plan COMMENTS requirements. +++ ALL BALANCING WORK PERFORMED IN ACCORDANCE WITH NCI STANDARDS AND PROCEDURES.. Pro -Duct Services, 1915 Rio Vista R4 Fort Pierce, FL 34949 772.528.2076 pro-ductservicesJl@gmail.com PRO -DUCT SERVICES BLOWERN= DUCTLEAKAGETESTING TESTING -ADJUSTING -BALANCING AIR OUTLET CHARACTERIZATION for STAN WEEKS & ASSOCIATES Edwards Landing —BUILDING 18 3215 Morning Dew Lane, Fort Pierce, FL 34982 Desariptien Outlet Number Type size Design CFM Pre Test CFM FINAL CFM Entrance 1 CD 8 x 4 30 46 46 Kitchen/Living Rm 2 CD 10 x 30 160 154 154 Bathroom 3 CD 8 x 4 15 25 25 Bedroom 1 4 CD 12 x 8 180 184 180 Bedroom 2 Vent 1 5 CD 10 x 10 125 110 119 Bedroom 2 Vent 2 6 CD 10 x 10 125 103 117 TOTAL 635 641 FAN DATA Panasonic Whispergreen Model FV-05-11USK1 Vent Fan Mechanical components working as designed and match plan COMMENTS requirements. +++ ALL BALANCING WORK PERFORMED IN ACCORDANCE WITH NCI STANDARDS AND PROCEDURES.. Pro -Duct Services, 1915 Rio Vista Rd, Fort Pierce, FL 34949 11 772.528.2076 pro-ductservicesJl@gmail.com 11 PRO -DUCT SERVICES BLOWERDOOR&DUCTLEAKAGETESTING TESTI NG-ADJUSTI NG-BALANCING AIR OUTLET CHARACTERIZATION for STAN WEEKS & ASSOCIATES Edwards Landing —BUILDING 18 3217 Morning Dew Lane, Fort Pierce, FL 34982 Description Outlet Number Type file Design CFN Pre Test CFN FINAL CFN Entrance i co 8 x 4 30 33 33 Kitchen/Living Rm 2 CD 10 x 10 160 200 170: Bathroom 3 CD 8 x 4 15 29 27 Bedroom 1 4 CD 12 x 8 180 150 169 Bedroom 2 Vent 1 5 CD 10 x 10 125 106 113 Bedroom 2 Vent 2 6 CD 10 x 30 125 103 121 TOTAL 635 633 FAN DATA Panasonic Whispergreen Model FV-05-11USK1 Vent Fan Mechanical components working as designed and match plan COMMMYS requirements. +++ ALL BALANCING WORK PERFORMED IN ACCORDANCE WITH NCI STANDARDS AND PROCEDURES... Pro -Duct Services, 1915 Rio Vista Rd, Fort Pierce, FL 34949 772.528.2076 pro-ductservicesJl@gmail.com "�02114�k PRO=OUCT SERVICES BLOWERDOOR&DUCTLEAKAOETESTINO TESTING -ADJUSTING -BALANCING AIR OUTLET CHARACTERIZATION for STAN WEEKS & ASSOCIATES Edwards Landing —BUILDING 18 3219 Morning Dew Lane, Fort Pierce, FL 34982 DescrWi®n Outlet Number Type size Design CFM Pre Test CFM FINAL CFM Entrance i CD 8 x 4 30 39 39 Kitchen/Living Rm 2 CD 10 x 10 160 162 162 Bathroom 3 CD 8 x 4 15 56 30 Bedroom 1 4 CD 12 x 8 180 175 175 Bedroom 2 Vent 1 5 CD 10 x 30 125 113 115 Bedroom 2 Vent 2 6 CD 10 x 10 125 109 114 TOTAL 635 634 FAN DATA Panasonic Whispergreen Model FV-05-11USK1 Vent Fan Mechanical components working as designed and match plan COMMENTS requirements. ... ALL BALANCING WORK PERFORMED IN ACCORDANCE WITH NCI STANDARDS AND PROCEDURES... Pro -Duct Services, 1915 Rio Vista Rd, Fort Pierce, FL 34949 772.528.2076 pro-ductservicesfl@gmafLcom PRO-OUCT SERVICES BLOWERDOOR& DUCTLEAKAGETESTING TESTING -ADJUSTING -BALANCING AIR OUTLET CHARACTERIZATION for STAN WEEKS & ASSOCIATES Edwards Landing —BUILDING 18 3221 Morning Dew Lane, Fort Pierce, FL 34982 Description Outlet Number Type Site Design CFM Pre Test CFM FINAL CFM Entrance 1 CD 8 x 4 30 36 39 Kitchen/Living Rm 2 CD 30 x 10 160 174 167 Bathroom 3 CD 8 x 4 15 28 28 Bedroom 1 4 CD 12 x 8 180 200 184 Bedroom 2 Vent 1 5 CD 10 x 10 125 80 109 Bedroom 2 Vent 2 6 CD 10 x 30 125 92 114 TOTAL 635 641 FAN DATA Panasonic Whispergreen Model FV-05-11USK1 Vent Fan Mechanical components working as designed and match plan COMMENTS requirements. +++ ALL BALANCING WORK PERFORMED IN ACCORDANCE WITH NCI STANDARDS AND PROCEDURES.. Pro -Duct Services, 1915 Rio Vista Rd, Fort Pierce, FL 34949 772.528.2076 pro-ductservicesJl@gmaii.com "_4_5,tAk PRO -DUCT SERVICES BLOWER DOOR& DUCTLEAKAGETESTING TESTING -ADJUSTING -BALANCING AIR OUTLET CHARACTERIZATION for STAN WEEKS & ASSOCIATES Edwards Landing —BUILDING 18 3223 Morning Dew Lane, Fort Pierce, FL 34982 Description Outlet Number Type Size Design CFM Pee Test CFM FINAL CFM Entrance 1 CD 8 x 4 30 22 35 Kitchen/Living Rm 2 CD 10 x 10 160 179 174 Bathroom 3 CD 8 x 4 15 28 30 Bedroom 1 4 CD 12 x 8 180 184 184 Bedroom 2 Vent 1 5 CD 10 x 30 125 103 311 Bedroom 2 Vent 2 6 CD 30 x 10 125 101 119 TOTAL 635 653 FAN DATA Panasonic Whispergreen Model FV-05-11USK1 Vent Fan Mechanical components working as designed and match plan COMMENTS requirements. +++ ALL BALANCING WORK PERFORMED IN ACCORDANCE WITH NCI STANDARDS AND PROCEDURES... Pro -Duct Services, 1915 Rio Vista R't Fort Pierce, FL 34949 772.528.2076 pro-ductservices.Jl@gmaii.com "�4*11%k PRO -DUCT SERVICES BLOWERDOOR& DUCTLEAKNETESTIND TESTING -ADJUSTING -BALANCING TESTING, ADJUSTING, & BALANCING WARRANTY for It= Weeks & Associates Edwards Landing —BUILDING is All Testing, Adjusting, & Balancing performed on this project by Pro -Duct Services is under warranty for a period of One Year from the date of completion of the Test & Balance, unless otherwise noted. Warranty will be considered null and void if another TAB company is brought in to evaluate the project without notifying Pro -Duct Services to be present at the time of the additional testing. Date of TAB Testing: 9/30/2019 Warranty Expiration Date: 10/31/2020 Pro -Duct Services Authorized Signature: Pro -Duct Services Technician: Michael Faurot Certified NCI Contractor/Supervisor/Technician NCI Commercial Certification ID: 19-229-03 BPI Certification ID: 5059122 +++ ALL BALANCING WORK PERFORMED IN ACCORDANCE WITH NCI STANDARDS AND PROCEDURES.. Pro -Duct Services, 1915 Rio Vista Rd, Fort Pierce FL 34949 772.528.2076 pro-ductservicesjl@gmaii.com PRO -DUCT SERVICES BLOWER DOOR & DUCT LEAKAGE TESTING TESTING -ADJUSTING -BALANCING Pro -Duct Services, 1915 Rio Vista Rd, Fort Pierce, FL 34949 772.528.2076 pro-ductservices/l@gmail.com -""I Soy -03 2� ANDERSEN ANDRE 0 'SULTING ENGIN ERS, INC. 834 SW Swan Avenue Flor ®1 Phone: 772-807-9191LOF 7www.a clda 34983 eiinc co9m FIELD DENSITY TEST REPORT PROJECT: Sedona - Phase 1 FILE NO: 17-242 Fort Pierce, Florida REPORT NO: 77 REPORTED TO: Edwards Landing, LLC SCANNED BY CC: Culpepper & Terpening, Inc. St. Lucie County DATE OF TESTIS): 0912112018 PAGE NO.: 1 OF 1 Floor Slab and Footing Subgrade, Bldg. T-18, 3155-3165 MDR MOISTURE DRY PERCENT DEPTH TEST NO. Momingdew Lane NO. CONTENT% DENSITY COMPACTION LOCATION 1 20'N of SWC of Pad 2589 11.6 112.2 99 0 to -12" F 2 15'S of SEC of Pad 2589 12.2 111.5 99 0 to -12" F 3 25'W & 30'S of NEC of Pad 2589 13.1 112.6 100 0 to -12" F 4 18'E & VS of NWC of Pad 2589 12.9 111.9 99 0 to -12" FS 5 10'W & 25'S of NEC of Pad 2589 11.3 110.9 98 0 to -12" FS 6 35'W & 20'N of SEC of Pad 2589 11.8 111.7 99 0 to -12" FS • DENOTES IN -PLACE DENSITY TEST DOES NOT MEET MINIMUM COMPACTION REQUIREMENT OF 98 PERCENT. •• RETEST INDICATED DENSITY MEETS OR EXCEEDS MIN. DENSITY REQUIREMENTS PER SPECIFICATIONS FIELD TEST: r— ASTM D-2937 rv— ASTM D-2922 r— ASTM D-2167 r— ASTM D-1556 TECHNICIAN: SM REMARKS: LABORATORY MOISTURE -DENSITY RELATIONSHIP F = SOIL DIRECTLY BELOW FOOTING FS = FLOOR SLAB SUBGRADE OPTIMUM GA= SOIL IN GENERAL COMPACTED AREA PAV= SOIL BELOW STABILIZED SECTION ASTMMET MDR NO. MAX. MOISTURE PSSG= STABILIZED SUBGRADE PB=PAVEMENT BASE TEST METHOD DENSITY CONTENT RS=ROADWAY NSSG= NON STABILIZED SUBGRADE 2589 D1557 113.1 PCF 12.2 i SBP= SOIL BELOWPAVEMENT TOP =TOP OF PIPE SOP =BOTTOM OF PIPE BOS=BOTTOMOFSTRUCTURE OTHER: s Peter G. Andersen, P.E. Fla. Reg. No. 57956 _`� "A�T,IIAL @OJF TOLTIENTS, THE PUBLIC AND OURSELVES, ALL REPORTS ARE SUSMIITEDAS THE CONFIDENTIAL PROPERTY OF CLIENTS AND AUTHORIZATION (\VrJ F©l1kP IC IDNO`IR�srjl3,(TITFIjI MENTS, CONCLUSIONS OR EXTRACTS FROM OR REGARDING OUR REPORTS IS RESERVED PENDING OUR WRITTEN APPROVAL. SEP 2 4 RECD ANDERSEN ANDRE CONSUL I LNG ENGINEERS, INC. 834 SW Swan Avenue Port St. Lucie, Florida 34983 Phone: 772-807-9191 Fax: 772-807-9192 www.aaceinc.com FIELD DENSITY TEST REPORT PROJECT: Sedona - Phase 1 FILE NO: 17-242 Fort Pierce, Florida veavEO REPORT NO: 167 ,AN 14`1019 REPORTED TO: Edwards Landing, LLC eeCou permlH'`1c St. CC: Culpepper & Terpening, Inc. DATE OF TEST(S): 01/14/2019 PAGE NO.: 1 OF 1 Building T-18 (31553165 Momingdew Lane), Backfill Around MDR MOISTURE DRY PERCENT DEPTH TEST NO. Perimeter of Floor Slab NO. CONTENT% DENSITY COMPACTION LOCATION 1 Center of north side of slab 2577 9.8 111.6 99 0 to -12" GA 2 Center of east side of slab 2577 10.5 110.9 99 0 to -12" GA 3 Center of south side of slab 2577 10.0 110.3 98 0 to -12" GA 4 Center of west side of slab 2577 10.6 111.2 99 0 to -12" GA • DENOTES IN -PLACE DENSITY TEST DOES NOT MEET MINIMUM COMPACTION REQUIREMENT OF 98 PERCENT. " RETEST INDICATED DENSITY MEETS OR EXCEEDS MIN. DENSITY REQUIREMENTS PER SPECIFICATIONS FIELD TEST: l_7 ASTM D-2937 (✓,, ASTM D-2922 r ASTM D-2167 r ASTM O-1556 TECHNICIAN: SM REMARKS: LABORATORY MOISTURE -DENSITY RELATIONSHIP F = SOIL DIRECTLY BELOW FOOTING FS = FLOOR SLAB SUBGRADE OPTIMUM GA= SOIL IN GENERAL COMPACTED AREA PAV = SOIL BELOW STABILIZED SECTION MDR NO. AMAX MOISTURE PSSG = STABILIZED SUBGRADE PB=PAVEMENT BASE MET TEST METHOD DENSITY CONTENT RS=ROADWAY NSSG= NON STABILIZED SUBGRADE 2577 D1557 112.6PCF 10.4% SEP = SOIL 13ELOW PAVEMENT TOP=TOPCFPIPE BOP = B01 TOM OF PIPE BOS = BOTTOM OF STRUCTURE OTHER: Peter G. Andersen, P.E. Fla. Reg. No. 67956 AS A MUTUAL PROTECTION TO CLIENTS, THE PUBLIC AND OURSELVES, ALL REPORTS ARE SUBMITTED AS THE CONFIDENTIAL PROPERTY OF CUENTSAND AUTHORIZATION FOR PUBLICATION OF STATEMENTS, CONCLUSIONS OR EXTRACTS FROM OR REGARDING OUR REPORTS IS RESERVED PENDING OUR WRITTEN APPROVAL. ent tV C .gipuilding & Code Regulation Division 2300 t Fort Piercef FL 34982 } . 4%1 A: Pe �?i719 Request for 30-Day Temporal Power Release St. '<uceoeaanne �o�nty nt Date: 4l Permit Number: IaDS - 033 1 Project Address:,1 _ THE UNDERSIGNED HEREBY REQUEST RELEASE OF ELECTRICAL POWER TO THE ABOVE DESCRIBED PROPERTY, FOR A PERIOD NOT TO EXCEED THIRTY (30) DAYS, FOR THE PURPOSE OF TESTING SYSTEMS AND EQUIPMENT IN PREPARATION FOR A FINAL INSPECTION. IN CONSIDERATION OF APPROVAL OF THE REQUEST WE HEREBY ACKNOWLEDGE AND AGREE AS FOLLOWS: 1. This temporary power release is requested for the above stated purpose only, and there will be no occupancy of any type, other than that permitted by construction during this time period. 2. As witness by our, signatures, we Hereby agree to abide by all terms and conditions of this agreement, including Building Division Policy, which is incorporated herein by reference. 3. All conditions and requirements listed in the attached document entitled "Requirements for 30 Day Power for Testing" have been fulfilled and the premise is ready for compliance inspection. 4. All requests for an extension beyond 30 days must be made in writing to the Building Official stating the reason for the request. Power may be removed from the site and/or a Stop Work Order Issued if the Final Inspection has not been approved within 30 days. A fee of $100.00 will be required to lift the Stop Work Order, WE HERE LEASE AND AGREE TO HOLD HARMLESS, ST. LUCIE COUNTY, AND THEIR EMPLOYEES FROM ALL LIAB S D CLAIMS OF ANY TYPE OF NATURE WHICH MAY ARISE NOW OR IN THE FUTURE OUT OF THI T ON, INCLUDING ANY DAMAGE WHICH MAY BE INCURRED DUE TO THE DI NE OF ELECTRICAL POWER IN THE EVENT OF VIOLATION OF THIS AGREEMENT. Y al/ OWNER RE DATE -1111 y al, GENE NTRACTOR SIGNATU DATE 1 9l2-t � —E CAL thNTRACTOR SIGNATURE DATE SCANNED BY St. Lucie County St. Lucie County Building and Zoning Department Requirements for 30 Day Power for Testing I. Form entitled "Request for 30-Day Temporary Power Release" must be fully executed and posted in the Building Department record files prior to inspection. II. Inspection Requirements: 1. Address numbers shall be posted per county Ord. No. 7.05.09. 2. All entrances, exits, windows and garage doors must be lockable. 3. All circuits on exterior shall be terminated in a box with weatherproof cover. The same applies to a disconnect. if circuits are at or above 7'6" from grade they may be capped with wire nuts and taped. 4. All breakers must be installed. Any blank space must be closed by a breaker or approved filler plates. 5. Interior Wiring: All receptacles, light fixtures and fans must be trimmed. Any fixture below 7'6" from the floor or mezzanine that is not available at the time of inspection must have an Inviso plate installed. Fixtures at or above that height may be capped with wire nuts and taped. 6. All smoke detectors must be installed. 7. Kitchen cabinets must be installed; any exception for special conditions or circumstances must have an approval prior to scheduled inspection. 8. Sewer and water connections must be complete. Only well pumps are excluded from this requirement. 9. Exterior construction must be complete and weather tight, including stucco, siding, roof and soffit. 10. Permit work shall be substantially completed except for back orders, paint on exterior, carpet and/or floor covering, pumps, air conditioners and driveway. Fort PiernP Utilities Authority 206 S 6th :reet Fort Pierutu, FL 34950 on Behalf of: EDWARDS LANDING, LLC 2324 CONGRESS AVE STE 2E WEST PALM BEACH FL 33406-7668 USA Receipt Number: Receipt Date: Customer ID: Location ID: Re Service Address: PYMT00005555603 10/18/2017 250040 10007193 2503 EDWARDS RD PVT LIFT STA FORT PIERCE FL 34981 USA Total Amount Received by Check $5,000.00 Fort Pier-^ Utilities Authority 206 S 6tI, street Fort Pierce, FL 34950 On Behalf of: EDWARDS LANDING, LLC 2324 CONGRESS AVE STE 2E WEST PALM BEACH FL 33406-7668 USA Receipt Number: Receipt Date: Customer ID: Location ID: Re Service Address: PYMT00005555602 10/18/2017 250040 10007193 2503 EDWARDS RD PVT LIFT STA FORT PIERCE FL 34981 USA Total Amount Received by Check $215,906.55