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HomeMy WebLinkAboutPROJECT INFORMATIONFORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION \ Florida Department of Business and Professional Regulation Residential Performance Method Project Name: SEDONA DEVELOPMENT 3194-3204 Builder Name: Street: 3194-3204 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. Now construction orexisting New (From Plans) 9. WallTypes(6420.0 sgft.) Insulation Area 2. Single family or multiple family Multi -family a. Concrete Block - Int insui, Exterior R=4.1 6420.00 ft 3. Number ofunits, ifmultiple family 6 b.N/A R= ft' 4. Number of Bedrooms 12 a WA d. WA R= ft' 5. Is this a worst case? No 10. Ceiling Types (4046.0 sgfL) R= ft2 Insulation Area 6. Conditioned floor area above grade (ft� 4044 a. Under Attic (Vented) b. WA R=30.0 4045.00 ft R= fF Conditioned floor area below grade (ft2) 0 G N/A R= fF 7. Windows(390.0 sgft.) Description Area 113 additional dud system(s) 6 135 a. U-Fedor. Ohl, U=0.65 240.00 fF b. Sup: Attic, Ret Attic, AH: UNIT 1 6 . 135 SHGC: SHGC=0.26 c. Sup: Attic, Rat Attic, AH: UNIT 1 (see detail b. U-Factor. Dbl, U=0.60 150.00 IF 12. Cooling systems kBtulhr Efficiency SHGC: SHGC=0.25 a. Central Unit - 18.8 SEER:15.00 c. U-Factor. WA ft' b. Central Unit 18 8 SHGC: 3 additional Cooling systems see details) ) d. r. WA ft.SHGC: 13. Heating systems kBtu/hr Efficiency SHGC: a. Electric Strip Heat _ 17.0 COP:1.00 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. Floor7ypes (4044.0 sqft.) Insulation Area a. Electric T Cap: 40 gallons a. Slab -On -Grade Edge Insulation R=0.0 4044.00 fF b. Conservation features EF: 0.950 b. N/A R= ft' None a WA R= 15. Credits CF, Pstat Glass/Floor Area: 0.098 Total Proposed Modred Loads: 151.77 PASS Total Baseline Loads: 157.42 1 hereby certify that the plans and specifications covered by Review of the plans and ST916 this calculation are In compliance with the Florida Energy Code. specifications covered by this Og'fliE y p� calculation indicates compliance PREP ED Y: with the Florida Energy Code. Before ' construction is completed DATE: this building will lie inspected for t7 compliance with Section 553.908 I hereby certify that this uild' , as designed, is in compliance with the Florida Energy Florida Statutes. COD WE OWNER/AGENT: BUILDING OFFICIAL: - DATE: DATE: - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed In accordance with R403.3.2.1. i - Compliance requires an Air Barrier and Insulation Inspection Checklist In accordance with R402.4.1.1 and this project requires envelope leakage test report with envelope leakage no greater than 7.00 ACH50 (R402A,1.2). 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LUCIE COUNTY City, State, Zip: FT. PIERCE, FL, Permit Number. Owner. Jurisdiction: Design Location: FL, Fort Pierce COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA General A continuous air barrier shall be installed in the building envelope. Alr-permeable insulation shall requirements q The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material. Breaks orjoints in the air barrier shall be sealed. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with The insulation In any dropped ceiling/soffit the insulation and any gaps in the air barrier shall be sealed. shall be aligned with the air barrier. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Walls The junction of the foundation and sill plate shall be sealed. Cavities within corners 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. a material having a thermal resistance of R-3 per inch Knee walls shall be sealed. 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/doorjambs and framing, and and doors I 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 insulation. maintain permanent contact with the underside of above -garage subfloor decking, or floor framing cavity insulation and cantilevered shall be permitted to be in contact with the top side floors) 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 spac s. i 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 b hind Dina and wirina Shower/tub The air barrier installed at exterior walls adjacent to showers and Exterior walls adjacent to showers and tubs shall on exterior wall tubs shall separate them from the showers and tubs. be insulated. Electrical/phone 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 shell not be used to fill voids I tldit a. n a on, inspection of log walls shall be In accordance with the provisions of ICC•400. 4/26/2018 9:11 AM EnergyGauge® USA - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1 CORM R405-2017 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 96 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, If multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (W) 7. Windows" Description a. U-Factor. Dbl, U=0.65 SHGC: SHGC=0.25 b. U-Factor. Dbl, U=0.60 SHGC: SHGG0.25 c. U-Fedor. WA SHGC: d. U-Factor. WA 3194-3204 MORNINGDEW LANE, FT. PIERCE, FL, New (From Plana) Multi -family 6 12 No 4044 Area 240.00 ft2 150.00 fta fta fN SHGC: Area Weighted Average Overhang Depth: 1.000 ft. Area Weighted Average SHGC: 0.260 S. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 4044.00 tN b. WA R= fta c. WA R= fta 9. Wall Types a. Concrete Block - Int Insul, Exterior b. WA a WA d. WA 10. Calling Types. a. UnderAttic (Vented) b. N/A c. WA 11. Ducts 3 additional duct system(s) b. Sup: Attic, Ret: Attic, AH: UNIT 1 o. Sup: Attic, Rat: Attic, AH: UNIT 1 12. Cooling systems a. Central Unit' b. Central Unit 3 additional cooling systems 13. Heating systems a. Electric Strip Heat b. Electric Strip Heat 3 additional heating systems 14. Hot water systems a. Electric b. Conservation features None 16. Credits 1 certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through theSabnergy saving features which will be installed (or exceeded) in this home before final n. Otherwise, a new EPL Display Card will be completed based on installed Cc at features. Builder Signature: Address of New Date: C4A Zip: Insulation Area R=4.1 6420.00 ft R= fa R- fta R= fN Insulation Area R=30.0 4046.00 ft' R= ft= R= ft? R fig 6 135 6 135 (see detall kBtu/hr Efficiency 18.8 SEER:16.00 18.8 SEER:16.00 (see details) kBtu/hr Efficiency 17.0 COPA.00 17.0 COPA.00 (see details) Cap: 40 gallons EF: 0.95 CF. Pstat *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives If you obtain a Florida EnergyGauge Rating. Email EnergyGauge tech support at techsupport@energygauge.com or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. "Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 4126MO18 9:11 AM EnergyGauge® USA - FlaRes2017 - Section R405A.1 Compliant Software Page 1 of 1 wrightsoft° Right -Suite® Universal 2018 Short Form UNIT #1 QUICK CALCS, INC. 317 ST. LUCIE LN.,FT. PIERCE, FL 34946 Phone: 772-066-6799 Fax 772-466-6796 Email: QUICKCALCS@AOL.COM r-roject Intormation For. SEDONADEVELOPMENT 3194-3204 MORNINGDEW LANE FT. PIERCE, FL Job: Data: FEBRUARY 16, 2016 By: Htg Clg Htg Clg Outside db (OF) 42 90 Inside db CF) 70 75 Outside RH (o/6) 60 Inside RH (%) - 50 Outsidewb (OF) 78 Insidewb (OF) - 63 Dailyrange (OF) 15 DesignTD (OF) 28 15 Moisture diff. (grAb) 61 Heating Equipment Cooling Equipment Make Make Trane Model Model 4TTR6018J/TEM4AOB1 SS Type Elecstrip Type SplitAC Efficiency 100EFF COP/EER/SEER 16.0 Heatinglnput 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 1372 OF LewAngAirTemp 55.0 OF Actual Heating Fan 231 cfiTl Actual Cooling Fan 627 cfin 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 ft Loss Heat Sensible Gain Latent Gain Htg crm Clg crm 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 14652 1 14906 1 1635 1 231 627 Jul 1700LDT wrightsoft• 2018-Apr-251293:17 ....,, .._,�,., RigWSUIe0UdvemaI201818.0.16 RSU08101 Paget ...VACSEDONA DEVELOPMENT-3194-3204 MORNINGDEWnp Ca1c=CLTD Fmrt Doorfaces N * wrightsofC RightSuite® Universal 2018 Short Form UNIT #2 QUICK CALCS, INC. 317 ST. LUCIE LN., Fr. PIERCE, FL 34946 Prom 772-466-6799 Fax 772-466-6796 Emit: OUICKCALCS@AOL.COM For. SEDONADEVELOPMENT 3194-3204 MORNINGDEW LANE, FT. PIERCE, FL Job: Data: FEBRUARY 16, 2018 Br Htg Cig Htg Cig Outside db (OF) 42 90 Inside db (OF) 70 75 Outside RH (%) - 60 Inside RH NO - 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 4TfR6018J(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 LeavingAtrTemp 173.5 OF LeavingAirTemp 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 PressureArross Fan 0 in H2O NAME Area fI2 Heat Loss Sensible Gain Latent Gain Htg c1m Cig cfm Time BEDROOM #1 188 4785 6383 818 62 318 Jul 1700 LDT KITCHEN/LMNG. 274 2160 1403 916 23 63 Jul 1700 LDT BATH #1 40 315 190 134 3 9 Jul 1700 LDT BEDROOM #2 111 2665 4563 468 35 205 Jul 1700 LDT ENTRY 54 2268 796 553 26 33 Jul 1700 LDT UNIT #2 667 12193 1 13336 1 2889 150 627 Jul - wrightsott' 2018-Apr-2512:03:17 ......, ,.,._,.m,., Ngnsutt®Uriwml2o1818.o.16RSUo8101 Page 3 ...VAClSEDONA DEVELOPMENT-3194-3204 MORNINGDEWnp Cak=CLTD Frort Door Faces N * wrightsoft• Right -Suite@ Universal 2018 Short Form UNIT #3 QUICK CALCS, INC. 317 ST. LUCIE LN., FL PIERCE, FL 34946 PWm: 772-466-6799 Fax 772-466.6796 Email: OUICKCALCS@AOL.COM eLroject intormation For. SEDONADEVELOPMENT 3194-3204 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 Design TD (OF) 28 15 Moisturediff. (grAb) - 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 Lea,AngAirTemp 173.5 OF LeaAngAirTemp 55.0 OF Actual Heating Fan 150 dm Actual Cooling Fan 627 cfm Equipment Location UNIT #3 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 4720 6349 818 62 316 Jul 1700 LDT BATH 1 40 312 189 134 3 9 Jul 1700 LDT KITHCEN/LIVING. 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 1 150 627 Jul 1700LDT 2016-Apr-251293:17 WrlghiSOi't' .,...-, „._,1 Ri9n-Stite®Uriversa1201818.0.16 RS1108101 Page ...VAC'SEDONADEVELOPMENr-31943204MORNMGDEwnp Calc=CLTD Imrt Docrhces N Ri htm -Suite® Universal 2018 Short ForDab: wrightsoft g Date: FEBRUARY 16, zots UNIT #4 By: QUICK CALCS, INC. 317 ST. LUCIE UN., Fr. PIERCE, FL 34946 Plow 772-466-6799 Fax772-466-6796 Email: OUICKCALCS@jAOLCOM Project• • For. SEDONADEVELOPMENT 31943204 MORNINGDEW LANE, FT. PIERCE FL Htg Clg Htg Clg Outside db (OF) 42 90 Inside db (OF) 70 75 Outside RH (%) - 60 Inside RH M - 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/TEM4AOB18 Type Elecstrip Type SplitAC Efficiency 100 EFF 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 LewAnghrTemp 173.5 OF LemAngAirTemp 55.0 OF Actual Heating Fan 150 cfin 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 f 2 Heat Loss Sensible Gain Latent Gain Htg drn Clg ch Time BEDROOM #1. 188 4275 5712 818 62 293 Jul 1700 LDT KITJ LIV 274 1968 2390 916 23 107 Jul 1700 LDT BATH#1. 40 287 170 134 3 8 Jul 1700LDT ENTRY.. 54 2053 713 553 26 31 Jul 1700 LDT BED.2 111 2380 4083 468 35 189 Jul 1700 LDT UNIT#4 667 10963 13068 2889 150 627 Jul wrightsoft• 2018-Apr-2512.03:17 Rigt4SUIe®Utiwml201818.o.16RSU08101 Page 5 ...VACISEDONA DEVELOPMENT-3194-3204 MORNINGDEWnq CaIc=CLiD Frort Doorfaas: N 9 . Ri ht-Suite® Universal 2018 Short Form Job: wri htsoft g Date: FEBRUARY 16, 2018 UNIT MI5 By: QUICK CALCS, INC. 317 ST. LUCIE LN., FT. PIERCE, FL 34946 Phone: 772-4M6799 Fax 772-466-6796 Email: QUICKCALCS@AOL.COM For. SEDONA DEVELOPMENT 3194-3204 MORNINGDEW LANE, FT. PIERCE, FL Htg Clg Htg Clg Outside db (OF) 42 90 Inside db (OF) 70 75 Outside RH (%) - 60 Inside RH N - 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/rEM4AOB18 Type Elecstrip Type SplitAC Efficiency 100EFF COP/EER/SEER 16.0 Heatinglnput 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 LewAngAirTemp 94.8 OF LeavAngAirTemp 55.0 OF Actual Heating Fan 627 cfm Actual Cooling Fan 627 din Equipment Location UNIT #5 System Type PEAKCV Fan Motor Heat Type PACKAGE Fan & Motor Combined Efficiency 0 % Static PressureAcross Fan 0 in H2O NAME Area ffe Heat Loss Sensible Gain Latent Gain Htg cfin Clg crrn Time MT/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 1 2892 1 627 627 Jul 1700LDT �F wrightsoR• 2018-Apr-2512:03:17 ....., RigFkSule®Uriw=I 201818.0.16 RSU08101 Page ...VAC%SEDONADEVELOPMENT-3194-3204MORNINGDEWsW Calc-CLTD FrortDoorfaw& N * wrightsoft° Right -Suite® Universal 2018 Short Form AHU N QUICK CALCS, INC. 317 ST. LUCIE LN.,FF.. PIERCE, FL 34946 P1nre: 772-466-6799 Fax 772466-6796 Email: OUICKCALCS@AOLOOM r-roject Intormation For. SEDONADEVELOPMENT 3194-3204 MORNINGDEW LANE, FT. PIERCE FL Job: Data: FEBRUARY 16, 2018 By. Htg Clg Htg Clg Outsidedb (OF) 42 90 Insidedb (OF) 70 75 Outside RH (o/6) - 60 Inside RH (o/6) - 50 Outsidewb (OF) - 78 Insidewb (OF) - 63 Daily range (OF) - 15 Design TO (OF) 28 15 Moisture diff. (grAb) - 61 Heating Equipment Cooling Equipment Make Make Trane Model Model 4TTR6018J/TEM4AOB18 Type Bec 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 Leaving Air Temp 143.2 OF LeavingAirTemp 55.0 OF Actual Heating Fan 212 cim Actual Cooling Fan 627 cfm Equipment Location AHU #6 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 cfnt Clg cfim Time BED#1 188 5262 6226 628 79 285 Jul 1700LDT BTH #1 40 713 396 134 10 17 Jul 1700 LDT KIT/LIV. 274 3531 2284 916 48 97 Jul 1700 LDT ENTRY 1 69 2216 854 591 29 36 Jul 1700 LDT BED#2. 111 2934 4266 278 45 192 Jul 1700LDT AHU#6 682 14656 14027 2547 212 627 Jul 1700LOT " wrightsoft- 2018-Apr4512A3:17 ..,., ..._,*­ RigIt-Sute®Uriversal 201818.0.16 RSU08101 Pagel ...VACOEDONADEVELOPMENT31943204MORNINGDEWnp Calc=CLTD Fmri Doorlaws: N Right-Suite(g) Universal 2018 Load Summary Job: wrightsoft Date: FEEIRLIARY 16, 2016 UNIT #1 By: QUICK CALCS, INC. 317 ST.. LUCIE LN., FT. PIERCE, FL 34946 Ptore: 772-466-6799 Fa 772-466-6796 Email: OUICKCALCS@AOL.COM For. SEDONADEVELOPMENT 31943204 MORNINGDEW LANE, FT. PIERCE, FL ZonessUNl_T #_1 COOLING:LOAO 1. DESIGN CONDITIONS at Jul 1700 LDT Peak load at Jul 1700 LDT Inside: 75 OF Outside: 90 OF TD: 15 OF RH: 60 % MoistDift 61.5 gdlb Mult 1.0 Ins.wb 63 OF Sensible Latent 2. SOLAR RADIATION THROUGH GLASS 4154 3. TRANSMISSION GAINS Sensible 4648 Walls: 1957 - - Glass: 1285 - - Doors: 101 - - Partitions: 0 - - Floors: 0 - - Ceilings: 1306 - - 4. INTERNALHEAT GAIN Sensible Latent 1391 380 Occupants: 460 380 - - Lights: 0 - Motors: 0 - Appliances: 931 0 - - 5. INFILTRATION: OUtsideairclm: 30 480 1255 6. SUBTOTAL: Spaceload Sensible Latent 10673 1635 Envelope 10673 1635 - - Less external 0 Redistribution 0 0 - 7. SUPPLYDUCT 2515 - & SUBTOTAL: Space load +supply duct 13189 Actualc1m: 627 atsupplyTD: 20 - - 9. VENTILATION: Make-up aircfm: 0 0 0 10. RETURNAIRLOAD: Lighting + plenum (net) 0 - 11. RETURN DUCT 1717 - 12. TOTAL LOADS ON EQUIPMENT 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 - Doors: 194 - Partitions: 0 - Floors: 1378 - Ceilings: 511 - 15. INFILTRATION: Outsideaircim: 97 2971 16. SUBTOTAL: Spaceload 10980 Envelope 10980 - Less external 0 - Less transfer 0 - Redistribution 0 - 17. SUPPLY DUCT: 2145 18. VENTILATION: Make-up airclim: 0 0 19. HUMIDIFICATION 954 Piping 0 20. RETURN DUCT 574 21. TOTAL HEATING LOAD ON EQUIPMENT 14652 wrilghtsoft- 2018-Apr-2612:03:17 •w-� - Riglt-Sule®Ur m=I 201818.0.16RSU08101 Paget ...VACISEDONADEVELOPMENr3194-3204 MORNINGDEWnp Calc=CLTD Fmrt Doortaws:N Right-Suite(E) Universal 2018 Load Summary Job: - wrightsofr UNIT #2 DabD: FEBRUARY 16, 2018 By. QUICK CALCS, INC. 317 ST. LUCIE LN.,FT. PIERCE, FL 34946 Phone: 772-466-6799 Fax 772-466-6796 Email: OUICKCALCS@,AOL.COM Project• • For. SEDONADEVELOPMENT 3194-3204 MORNINGDEW LANE, FT. PIERCE, FL Zone:'-1JNIT#2 COOLING.LOAD_ 1. DESIGN CONDITIONS at Jul 1700 LDT Inside: 75 OF Outside: 90 OF RH: 60 % MoistDiff. 61.5 grAb 2. 3. 4. 5. 6. 7. S. 9. 10. 11. 12. SOLAR RADIATION THROUGH GLASS TRANSMISSION GAINS Sensible Walls: 1016 Glass: 1120 Doors: 101 Partitions: 0 Floors: 0 Ceilings: 1277 INTERNALHEAT GAIN Sensible Occupants: 460 Lights: 0 Motors: 0 Appliances: 67 INFILTRATION: Outside air cl n: SUBTOTAL: Spaceload Sensible Envelope 8954 Less external 0 Redistribution 0 SUPPLY DUCT SUBTOTAL: Space load +supply dud Actualdm: 627 at supply TD: VENTILATION: Make-upairdm: RETURNAIRLOAD: Lighting + plenum (net) RETURN DUCT TOTAL LOADS ON EQUIPMENT Peak load at Jul 1700 LDT TD: 15 OF Mult 1.0 Ins.wb 63 OF Sensible Latent 3954 3513 Latent 527 380 380 - - HEATING LOAD o - - 60 960 2509 Latent 8954 2889 2889 - - V 2605 11560 20 - - 0 0 0 0 1776 - 13336 2889 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: Outsideairdm: 95 2926 16. SUBTOTAL: Spaceload 7778 n70 Less external - Less transfer 0 - Redistribution 0 - 17. SUPPLYDUCT: 2751 1& VENTILATION: Make-up airdm: 0 0 19. HUMIDIFICATION 933 Piping 0 20. RETURN DUCT 731 21. TOTALHEATING LOAD ON EQUIPMENT 12193 2018-Apr-2512:03:17 yyr`9j�1�p1K- • RigtFStitgUriw=1201818.0.16RSU08101 Page3 ...VACGEDONADEVELOPMENT-3194-3204MORNINGDEWnp Calc=CLTD Frorl Doorfaws:N Right -Suite® Universal 2018 Load Summary Job: wrightsoft' UNIT Bate: FEBRUARY 16, 2018 r QUICK CALCS, INC. 317 ST. LUCIE UN., Fr.. PIERCE, FL 34946 Phow 772-466-6799 Fa 772A668796 E=11:OUICKCALCS@AOL.COM For. SEDONADEVELOPMENT 31943204 MORNINGDEW LANE, FT. PIERCE, FL ZQne:—UN IT_#3 CO0LING.LOAD 1. DESIGN CONDITIONS at Jul 1700 LOT Peak load at Jul 1700 LOT Inside: 75 OF Outside: 90 OF TD: 15 OF RH: 60 % MoistDift 61.5 grAb 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. INTERNAL HEAT GAIN Sensible Latent 527 380 Occupants: 460 380 - - Lights: 0 - Motors: 0 - Appliances: 67 0 - - 5. INFILTRATION: Outsideaircfm: 60 962 2512 6. SUBTOTAL: Spaceload Sensible Latent 8993 2892 Envelope 8993 2892 - - Less external 0 - Redistribution 0 0 - 7. SUPPLYDUCT 2574 8. SUBTOTAL: Space load +supply dud 11567 Actual cfm: 627 at supply TD: 20 - - 9. VENTILATION: Make-up air Lim: 0 0 0 10. RETURNAIRLOAD: Lighting+plenum (net) 0 - H. 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 - Doors: 194 - Partitions: 0 - Floors: 638 - Ceilings: 500 - 15. INFILTRATION: Outsideaircfm: 95 2930 16. SUBTOTAL. Spaceload 7782 Envelope 7782 - Less a demal 0 - Less transfer 0 - Redistribution 0 - 17. SUPPLY DUCT: 2629 18. VENTILATION: Make-upaircfm: 0 0 19. HUMIDIFICATION 937 Piping 0 20. RETURN DUCT 698 21. TOTAL HEATING LOAD ON EQUIPMENT 12046 Wrlghts f - 2018-Apr-2512.03:17 •mow �— Rigtt-Srife®Uriw=1201818.0.16RS1108101 Page ...VACZEDONADEVELOPMENr31943204MORNINGDEWnp Calc=CLTD Frort Doorfaces: N Right -Suite® Universal 2018 Load Summary Job: wrightsofir UN/7 Date: FEBRUARY 16, 2018 By: QUICK CALCS, INC. 317 ST. LUCIE UN, Fr. PIERCE, FL 34946 Phone: 772-466-6799 Per 772-46"796 Email: OUICKCALCS@AOL.COM Project• • For. SEDONA DEVELOPMENT 3194-3204 MORNINGDEW LANE, FT. PIERCE, FL Zone: —UNIT #4 COOLING.LOAD 1. DESIGN CONDITIONS at Jul 1700 LDT Inside: 75 OF Outside: 90 OF RH: 60 % MoistDitt 61.5 gdlb 2. SOLAR RADIATION THROUGH GLASS 3. TRANSMISSION GAINS Sensible Walls: 1016 Glass: 1120 Doors: 101 Partitions: 0 Floors: 0 Ceilings: 1277 4. INTERNALHEAT GAIN Sensible Occupants: 460 Lights: 0 Motors: 0 Appliances: 918 5. INFILTRATION: Outside air clm: 6. SUBTOTAL: Spaceload Sensible Envelope 9805 Less extemal 0 Redistribution 0 7. SUPPLY DUCT S. SUBTOTAL: Space load+ supply duct Actualcfm: 627 at supply TD: 9. VENTILATION: Make-upaircfm: 10. RETURNAIRLOAD: Lighting + plenum (net) 11. RETURN DUCT 12. TOTAL LOADS ON EQUIPMENT Peak load at Jul 1700 LDT TD: 15 OF Mult 1.0 Ins.wb 63 OF Sensible Latent 3954 3513 Latent 1378 380 380 - - 0 60 960 2509 Latent 9805 2889 2889 - - 0 1947 11752 20 - - 0 0 0 0 1316 - 13068 2889 _ ___ HEATING LOAD 13. DESIGN CONDITIONS Inside: 70 OF Outside: 42 OF 14. TRANSMISSION LOSSES Walls: 1357 Glass: 2162 Doors: 194 Partitions: 0 Floors: 638 Ceilings: 500 15. INFILTRATION: Outside air cfm: 16. SUBTOTAL: Spaceload EnveloLess 7770 external Less transfer 0 Redistribution 0 17. SUPPLY DUCT: 1S. VENTILATION: Make-upaircfm: 19. HUMIDIFICATION Piping 20. RETURN DUCT 21. TOTALHEATING LOAD ON EQUIPMENT wrlghtsoftt' RigFFSule®Uriversa1201818.0.16 RSU08101 ...VACISEDONADEVELOPMENr-3194-3204MORNINGDEWnp Calc=CLTD From Doorhces: N Mult 1.0 TD: 28 OF 4852 95 2926 7778 W* 0 0 933 0 466 10963 2018-Apr-251293:17 Page 5 RightSuite® versaSummary Universal 2018 Load SJob: wrightsoft' UNITS Dare: FEBRUARY 16, 201a By: QUICK CALCS, INC. 317 ST. LUCIE UN., FT PIERCE, FL 34946 Phone: 772-466-6799 F=772-466-6796 Emil: QUICKCALCSQAAL.COM Project• • For. SEDONA DEVELOPMENT 3194-3204 MORNINGDEW LANE, FT. PIERCE, FL Zone_UNIT #5 COOLING.LOAD 1. DESIGN CONDITIONS at Jul 1700 LDT Inside: 75 OF Outside: 90 OF RH: 60 % MoistDiff. 61.5 gdlb 2. SOLAR RADIATION THROUGH GLASS 3. TRANSMISSION GAINS Sensible Walls: 1053 Glass: 1120 Doors: 101 Partitions: 0 Floors: 0 Ceilings: 1277 4. INTERNAL HEAT GAIN Sensible Occupants: 460 Lights: 0 Motors: 0 Appliances: 931 5. INFILTRATION: Outside air cfin: 6. SUBTOTAL: Space load Sensible Envelope 9857 Less edemal 0 Redistribution 0 7. SUPPLY DUCT 8. SUBTOTAL: Space load +supply dud Actual cfm: 627 at suppply TD: 9. VENTILATION: Make-up air dm: 10. RETURNAIRLOAD: Lighting+plenum (net) 11. RETURN DUCT 12. TOTAL LOADS ON EQUIPMENT Peak load at Jul 1700 LDT TD: 15 OF Mult 1.0 Ins.wb 63 OF Sensible Latent 3954 3551 _ . HEATING LOAD 13. DESIGN CONDITIONS Inside: 70 OF Outside: 42 OF 14. TRANSMISSION LOSSES Walls: 1357 Glass: 2162 Doors: 194 Partitions: 0 Floors: 638 Ceilings: 500 15. INFILTRATION: Outside air cfm: 16. SUBTOTAL: Space load Envelope 7780L extmal Less transfer 0 Redistribution 0 17. SUPPLY DUCT: 18. VENTILATION: Make-up aircfm: 19. HUMIDIFICATION Piping 20. RETURN DUCT 21. TOTAL HEATING LOAD ON EQUIPMENT -i- wrig^ht nft' RigrFSJle8Urtversa1201818.0.76 RSU08101 ...VACLSEDONADEVELOPMENT--31943204MORMNGDEWnp Calc=CLM FrortDoorfaws N Latent 1391 380 380 - - 0 60 962 2512 Latent 9857 2892 2892 - - 0 1957 11814 20 - - 0 0 0 0 1323 - 13137 2892 Mult 1.0 TD: 28 OF 4852 95 2930 7782 iff-Yi 0 0 937 0 466 10972 2018-Apr-2512D3:17 Page 6 RightSuite® Universal 2018 Load Summary Job: -* wrightsoft• i4l l�l Date: FEBRUARY 16, 2018 Br. QUICK CALCS, INC. 317ST. LUCIE LN.,FT. PIERCE, FL 34946 PIom:772-466-6799 Fa¢772-466-6796 Email: QUICKCALCS@AOL.COM For. SEDONADEVELOPMENT 3194-3204 MORNINGDEW LANE, FT. PIERCE, FL [Zone,- ,SHQ#6 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 grAb Mult 1.0 Ins.wb 63 OF Sensible Latent 2. SOLAR RADIATION THROUGH GLASS 4121 3. TRANSMISSION GAINS Sensible 4954 Walls: 2262 - - Glass: 1285 - - Doors. 101 - - Partitions: 0 - - Floors: 0 - - Ceilings: 1306 - - 4. INTERNALHEAT GAIN Sensible Latent 0 0 Occupants: 0 0 - - Lights: 0 - Motors: 0 - Appliances: 0 0 - - 5. INFILTRATION: Outsideairdm: 61 975 2547 6. SUBTOTAL: Spaceload Sensible Latent 10049 2547 Envelope 10049 2547 - - Less external 0 - Redistribution 0 0 - 7. SUPPLYDUCT 2364 - & SUBTOTAL: Space load+supply duct 12413 Actual cfi11: 627 at sup Iy TD: 20 - - 9. VENTILATION: Make-up air 0 0 0 10. RETURNAIRLOAD: Lighting + plenum (net) 0 - 11. RETURN DUCT 1614 - 12. TOTAL LOADS ON EQUIPMENT 14027 2547 HEATING LOAD 13. DESIGN CONDITIONS Mult 1.0 Inside: 70 OF Outside: 42 OF TD: 28 OF 14. TRANSMISSION LOSSES 8035 Walls: 3470 - Glass: 2481 - Doors: 194 - Partitions: 0 - Floors: 1378 - Ceilings: 511 - 15. INFILTRATION: Outside aircfTi: 96 2968 16. SUBTOTAL: Spaceload 11002 Envelope 11002 - Less extemal 0 - Less transfer 0 - Redistribution 0 - 17. SUPPLY DUCT: 2134 18. VENTILATION: Make-up airch: 0 0 19. HUMIDIFICATION 950 Piping 0 20. RETURN DUCT 570 21. TOTALHEATING LOAD ON EQUIPMENT 14656 wrightsoft' 2018-Apr-2512.03:17 Rig14SuteDUriversal 201818.0.16 RSW8101 Page 1 ...VAGOEDONA DEVELOPMENT3194-3204 MORNINGDEW" Calc=CLTD Frort Door faces: N FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: SEDONA DEVELOPMENT Bldg 16 Builder Name: Street: 3213-3223 MORNINGDEW CRCLE Permit Office: ST. LUCIE COUNTY City, State, Zip: FT. PIERCE, FL, Permit Number..1805-0331 Owner: Jurisdiction: Design Location: FL, Fort Pierce County: St. Lucie (Florida Climate Zone 2 ) 1. New construction or existing New (From Plans) 9. Well Types(6420.0 sgft.) 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. WA R= ft2 4. Number of Bedrooms 12 c. N/A d. N/A R= ft2 R= ft2 5. Is this a worst case? No 10. Ceiling Types (4046.0 sqft.) Insulation Area 6. Conditioned floor area above grade (ft2) 4044 a. Under Attic (Vented) b. WA R=30.0 4046.00 ft2 R= ft2 Conditioned floor area below grade (ft' 0 c. WA R= ft2 7. Windows(390.0 sqft.) Description Area 113Gucts additional ductsystem(s) R ft2 6 135 a. U-Factor. Dbl, U=0.65 240.00 ft2 b. Sup: Attic, Ret: Attic, AH: UNIT 1 6 135 SHGC: SHGC=0.25 c. Sup: Attic, Ret: Attic, 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 ft2 b. Central Unit 18.8 SEER:16.00 SHGC: 3 additional cooling systems (see details) d. U-Factor. WA ft2 13. Heating systems kBtu/hr Efficiency SHGC: a. Electric Strip Heat 17.0 COP:1.00 Area Weighted Average Overhang Depth: 1.000 ft. b. Electric Strip Heat 3 additional heating systems 17.0 COP:1.00 (see details) Area Weighted Average SHGC: 0.250 14. Hot water systems 8. Floor Types (4044.0 sgfL) Insulation Area a. Electric Cap: 40 gallons a. Slab -On -Grade Edge Insulation R=0.0 4044.00 ft2 b. Conservation features EF: 0.950 b. N/A R ft2 c. WA None R= ft2 15. Credits CF, Pstat Glass/Floor Area: 0.096 Total Proposed Modified Loads: 151.79 PASS Total Baseline Loads: 157.99 1 hereby certify that the plans and specifications covered by this Review of the plans and Sp,1�8 calculation are in compliance with the Florida Energy Code. specifications covered by this 0�JOE calculation indicates compliance the PREPARED BY: with Florida EnergyCode. Before F p,,,,,. DATE: IQ - is"' construction is completed this building will be inspected for compliance Section 553.908 - I lull f' with , I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. Florida Statutes. WE OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed In accordance with R403.3.2.1. - Compliance requires an Ahr Barrier and Insulation Inspection Checklist In accordance ry R402-"C 1.aodlhls praj�ct requires an envelope leakage test report with envelope leakage no greater than 7.00 ACH50 (R402.41.2). RECEIVED I SCANNED BY St. Lucie County DEC 1 1 2018 ST. Lucie County, 12/7/2018 7:32 AM EnergyGauge® USA Section R405.4.1 Compliant Software Page 1 of 6 FORM R405-2017 IMPI IT CI IRnfleAov 1.. •••....�," v, rwnr,.r.7 r RCI'VR I PROJECT Title: SEDONA DEVELOPMENT B Bedrooms: 12 Address Type: Street Address Building Type: User Conditioned Area: 4044 Lot # Owner Name: Total Stories: 1 Block/Subdivision: # of Units: 6 Worst Case: No PlatBook: Builder Name: Permit Office: ST. LUCIE COUNTY Rotate Angle: 0 Street: 3213-3223 MORNINGD Jurisdiction: Cross Ventilation: No County: St. Lucie Family Type: Multi -family Whole House Fan: No City, State, Zip: FT. PIERCE, New/Exisfing: 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 FLtiVERO BEACH MUNI 39 90 70 75 299 62 Low BLOCKS Number Name Area Volume 1 Blockl 688 6880 2 Blockl 667 6670 3 Block3 667 6670 4 Block4 1334 13340 5 Block5 688 6880 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Infil D Finished Cooled Heated 1 UNIT 1 688 6880 Yes 2 2 1 Yes Yes Yes 2 UNIT 667 6670 No 2 2 1 Yes Yes Yes 3 UNIT 3 667 6670 No 2 2 1 Yes Yes Yes 4 UNIT 4AND 5 1334 13340 No 2 4 1 Yes Yes Yes 5 UNIT 6 688 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 0 688 ft' 1 0 0 2SIab-On-Grade Edge Insulatio UNIT 2 125 ft 0 667 ft' ___ 0 0 1 3SIab-On-Grade Edge Insulatio UNIT 3 125 ft 0 667 ft' __ 1 0 0 4 Stab -On -Grade Edge Insulatio UNIT 4 AND 5 250 ft 0 1334 ft _ 1 0 0 5 Slab -On -Grade Edge Insulatio UNIT 6 125 ft 0 688 ft' 1 0 0 1277/2018 7:32 AM EnergyGauge® USA Section R405A.1 Compliant Software Page 2 of 6 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT ROOF # Roof Type Gable Roof Solar SA Emitt Emitt Deck Pitch Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Gable or shed Composition shingles 4380 ft- 842 ft' Light 0.6 No 0.9 No 0 22.6 ATTIC / V # Type Ventilation Vent Ratio (1 In) Area RBS IRCC 1 Full attic Vented 300 4044 ft' N N CEILING # Ceiling Type Space R-Value Ins Type Area Framing Free Truss Type 1 Under Attic (Vented) UNIT 1 30 Blown 688 ft' 0.11 Woad 2 Under Attic (Vented) UNIT 1 30 Blown 668 ft' 0.11 Wood 3 Under Attic (Vented) UNIT 1 30 Blown 668 fN 0.11 Wood 4 Under Attic (Vented) UNIT 1 30 Blown 1334 ft' 0.11 Wood 5 Under Attic (Vented) UNIT 1 30 Blown 688 fP 0.11 Wood WALLS Adjacent Space Cavity Width I, Height In SheathiR-11shie ng Framing Solar Betow 1 N Exterior Concrete Block - Int Insul UNIT 1 4.1 Et 16 Et 10 Area 160.0 ft' 0 0 0.5 0 2 E Exterior Concrete Block- Int Insul UNIT 1 4.1 45 10 450.0 ft2 0 0 0.5 0 3 S Exterior Concrete Block - Int Insul UNIT 1 4.1 16 10 160.0 W 0 0 0.5 0 4 W Exterior Concrete Block- Int Instil UNIT 1 4.1 45 10 450.0 W 0 0 0.5 0 _ 5 N Exterior Concrete Block - Int Insul UNIT 2 4.1 16 10 160.0 ft= 0 0 0.5 0 6 E Exterior Concrete Block- Int Insul UNIT 2 4.1 45 10 450.0 ft' 0 0 0.5 0 7 S Exterior Concrete Block- Int Insul UNIT 2 4.1 16 10 160.0 ft' 0 0 0.5 0 8 E Exterior Concrete Block - Int Insul UNIT 2 4.1 45 10 450.0 ft' 0 0 0.5 0 9 N Exterior Concrete Block - Int Insul UNIT 3 4.1 16 10 160.0 ft2 0 0 0.5 0 _10 E Exterior Concrete Block- Int Insul UNIT 3 4.1 45 10 450.0 IF 0 0 0.6 0 _11 S Exterior Concrete Black - Int Insul UNIT 3 4.1 16 10 160.0 ft' 0 0 0.6 0 _ 12 W Exterior Concrete Block- Int Instil UNIT 3 4.1 45 10 460.0 ft' 0 0 0.5 0 13 N Exterior Concrete Block - Int InsWNIT 4 AND 4.1 32 10 320.0 W 0 0 0.5 0 _ 14 E Exterior Concrete Block - Int Ins1dNIT 4 AND 4.1 45 10 450.0 ft' 0 0 0.5 0 _15 S Exterior Concrete Block- Int InsWNIT 4 AND 4.1 32 10 320.0 ft' 0 0 0.5 0 _16 W Exterior Concrete Block - Int lnsWNIT4AND 4.1 45 10 450.0ft' 0 0 0.5 0 17 N Exterior Concrete Block. Int Insul UNIT 6 4.1 16 10 160.0 ft° 0 0.5 0 _18 E Exterior Concrete Block- Intlnsul UNITS 4.1 45 10 450.0fN 0 0.5 0 _19 S Exterior Concrete Block- Int Instil UNIT 6 4.1 16 10 160.0 fN 0 0.5 0 _20 W Exterior Concrete Block- Int Insul UNIT 6 4.1 46 10 450.0 fP 0 0.5 0 12/7/2018 7:32 AM EnergyGauge® USA Section R405.4.1 Compliant Software Page 3 of 6 I O v N I I I I I I I I I I I \ o y A A VI W N+# C m O) fT A W N+ # m D m m m m m m m m m w m z m z y z m z yr z� O N N N tC o N •• y z Z S S l 5 S m Cpmp� C C C C C 2 r m m m m m m m m m m m mm O O C C O G G O D 0 0 0 0. re n n i n 0 0 0 o O o 0 0 0 0 0 0 0 m z z Z z z z y o m m m m m m m m m m m m O m m m m m m m 'Z ry 2 Z 9 N 5 z T 0 z Z Z Z A A N fP N W m M N N N N N N W C1 N W Z Z W N m — S ; 0 C am�u + b� c� m o m m o bi 0 o m W o m o e� 0 m tl1 m m a m W m '� 0 z O G1 m 0 y m o 0 0 0 0 0 0 0 0 0 0 0= .( O r 5 � IV ml IV U1 N V1 tJ ml IJ W IJ ut tJ ml N Vt N mf N Vt N N N N � d CC G y y O C vy 00m z B z z z z z z _ o o O o 0 0 ^�0 V T m m V m z z z z z z z z z z z z d N N N m m y ' A V O � > > > > > > > > > > > > �� W W W W W W T CO) + A A A A A A A A A A A A D S 5 5 3 S S S S S o g O � V 2 vt O O O O O O O O O O O O m m m m m m m m m m m m y m •• A A N W N+ � W W O tit m O j s n m n m n m a m n m a m a m a m a m a m a m a m m m N m m m y N N N N N N D o o O o O o O O O o o 0 ¢t Z C C T� JM 1 n m 0 X X m v 0 r;a FORM R405-2017 INPI IT et mfihflA oV nuonvl 10T n�.,. .unr..�. vu VvnLwl RGrVRI 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 cfm 0.8 2 sys#2 3 Central Unit/ None SEER: 16 18.8 kBtu/hr 584 cfm 0.8 3 sys#3 5 Central Unit/ None SEER: 16 18.8 kBtulhr 564 cfm 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 Carl Crt # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft2 DUCTS Supply — — Return — Air CFM 25 CFM25 HVAC # V # Location R-Value Area Location Area Leakage Type Handier TOT OUT QN RLF Heat Cool 1 Attic 6 135112 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 IF 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 Programablee Ceiling Fans: Heating Venting ]Thermosta[[t:��Y [ I L I Jan fXl Feb Mar Jan [ Feb ] E ] Apr E rX] [X] D(� fXI [ ] ]May C ] Jun [ ] Jul ( ] Aug [ ] Sep L J Dee rrX'� 1 X Mar [X] [ 1 I[ ]Jun t 1 Jul [)Aug O Sep lxl Oct Nov [ ]Dec 12/7/2018 7:32 AM EnergyGauge® USA Section R405.4.1 Compliant Software Page 6 of 6 FORM R405-2017 INPUT Al IMMARV PW=d- n tcT oennnT Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM PM 78 80 78 80 78 78 78 78 78 78 78 78 78 78 78 78 80 80 80 60 78 78 78 78 Cooling (WEH) AM PM 78 78 78 78 78 78 78 78 78 78 78 78 78 - 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM PM 66 68 66 68 66 68 66 68 66 68 68 68 88 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM PM 66 68 66 68 66 88 66 66 68 68 86 88 68 68 68 68 68 68 68 68 68 6s 66 66 MASS Mass Type Area Thickness Furniture Fraction Space Default(B Ibs/sq.ft. 0 ft' Oft 0.3 UNIT 1 Default(B lbs/sq.ft. 0 ft' Oft 0.3 UNIT 2 Delhult(81bs/sq.ft. Die 0 ft 0.3 UNIT 3 Default(8 Ibs/sq.ft. 0 ft' Oft 0.3 UNIT 4 AND 5 Default 8 Ibs/s .ft. 0 ft' Oft 0.3 UNIT 6 Name: Test Rater Rating Compant: Test Rater 12/7/2018 7:32 AM EnergyGauge® USA 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 Bldg 16 Builder Name: Street: 3213-3223 MORNINGDEW CRCLE Permit Office: ST. LUCIE COUNTY City, State, Zip: FT. PIERCE, FL. Permit Number.,1806-0331 Y Owner. Jurisdiction: w Design Location: FL, Fort Pierce U 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. Breaks orjolnts in the air barrier shall be sealed. not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with insulation and anygaps in the air barrier shall be sealed. The insulation in any dropped calling/soffitthe 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 sealed. Knee walls shall be sealed. with 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/doorjambs 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 (Including The air barrier shall be Installed at any exposed edge of insulation. Floor framing cavity Insulation shall be installed to above -garage 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 unventetl 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 crawispace 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 Spec as. 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 airtight 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 ninina and wiring, Exterior walls adjacent to showers and tubs shall Showeritub 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. Electrical/phone box or The air be Tier 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, Inspection of log walls shallbe to accordanceith the rovs 2017 EPL DISPLAY CARD ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 96 The lower the Energy Performance Index, the more efficient the home. 1. New home or, addition 1. New (From Plans) 12. Ducts, location 8: insulation level 2. Single-family or multiple-familya) Supply ducts R 6.0 2. Multi -family b) Return ducts R 6.0 3. No. of units (ifmultiple-family) 3. 6 c) AHU location Atttc/Attic 4. Number of bedrooms 4. 12 5. Is this a worst case? (yes/no) 5. No 6. Conditioned floor area (sq. ft.) 6. 4044 7. Windows, type and area a) U-factociwelghted average) 7a. 0.631 b) Solar Heat Gain Coefficient (SHGC) 7b. 0.250 c) Area 7c. 390.0 8. Skylights a) U-factor:(welghted average) 8a. NA b) Solar Heat Gain Coefficient (SHGC) 8b. NA 9. Floor type, insulation level: a) Slab -on -grade (R-value) 9a. 0.0 b) Wood, raised (R-value) 9b. c) Concrete, raised (R-value) 90. 10. Wall type and Insulation: A. Exterior. 1. Wood frame (Insulation R-value) 2. Masonry (Insulation R-value) B. Adjacent: I. Wood frame (Insulation R-value) 2. Masonry (Insulation R-value) 11. Ceiling type and insulation level a) Under attic b) Single assembly c) Knee walls/skylight walls d) Radiant barrier installed 10A1. 10A2. 4.1 10B1. 1062. 13. Cooling system: Capacity 112.8 a) Split system SEER b) Single package SEER c) Ground/water source SEER/COP d) Room unit/PTAC EER e) Other 16.0 14. Heating system: Capacity102.0 a) Split system heat pump HSPF b) Single package heat pump HSPF c) Electric resistance COP 1.0 d) Gas furnace, natural gas AFUE e) Gas furnace, LPG AFUE f) Other 15. Water heating system a) Electric resistance EF 0.95 b) Gas fired, natural gas EF c) Gas fired, LPG EF d) Solar system with tank EF e) Dedicated heat pump with tank EF_ 0 Heat recovery unit HeatRec% g) Other 16. HVAC credits claimed (Performance Method) a) Ceiling fans Yes 11a. 30.0 b) Cross ventilation No 11b. c) Whole house fan No 11c. d) Multizone cooling credit 11d. Yes e) Multizone heating credit 0 Programmable thermostat Yes *Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. I certify that this home has complied with the Florida Building Code, Energy Conservation, through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL display card will be completed based on installed code compliant features. Builder Signature: Address of New Home: 3213-3223 MORNINGDEW CRCLE City/FL Zlp: FT. PIERCE. FL 1277/2018 7:32:26 AM EnergyGaugelal USA 6.0.02 - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1 ",-4-mAwsk PRO -DUCT SERVICES M EMOR&DUCTLEAKAGETESTING TESTING -ADJUSTING -BALANCING 4f/POS- 03.51 SCANNED BY St. Lucie County TESTING, ADJUSTING & BALANCING REPORT for STAN WEEKS & ASSOCIATES EDWARM LAMING BUILDING 16- =m 3216, "so 3=0, 3= 32M Morning Dew Lane Fort Pierce, FL 34992 APPROVED July 9, 2019 +++ALL BALANCING WORK PERFORMED IN ACCORDANCE WITH NCI STANDARDS AND PROCEDURES +++ S�- - - � 706� 1 Pro -Duct Services, 1915 Rio Vista Rd, Fort Pierce, FL 34949 772.528.2076 pro-ductservicesJl@gmaii.com PRO -DUCT SERVICES BLOWERDOOR&DUCTLEAKAOETESTINO TESTI NG-AWUSTI NG-BALANCING TEST & BALANCE INSTRUMENTS Evergreen Telemetry Capture Hood 151): Range: 100-2500 CFM Accuracy: +/- 3% Calibration: May 17, 2019 Evergreen Telemetry Capture Hood 813-14: Range: 15-200 CFM Accuracy: +/- 3% Calibration: May 29, 2019 Evergreen Pressure/Velocity/Flow Sensing Module —Model S-PVF-1: Range: 1-2, 14-32 inches HG, 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 Rd, Fort Pierce, FL 34949 772.528.2076 pro-ductservicesfl@gmail.com MICHAEL FAUROT Has successfully completed the required training and passed the written exam by the N M Diefort Msfiiuter Inc, to perform HVAC commercial system balancing up to 20 tons according to NO practical standards and procedures. Certified since May 9, 2019 oa e� as administered and recognized by iMT11[i'YAY@GlTtlf it . 4Ai�1 \�Omme.d° n ar [anrnrt nrsrnum,nrc Rob Falke, President Pro -Duct Services, 1915 Rio Vista Rd Fort Pierce, FL 34949 772.528.2076 pro-ductservicesfl@gmail.com "�4_eO4,k PRO -DUCT SERVICES BLOWERDOOR&DUCTLEAKAGETESTINO TESTING -ADJUSTING -BALANCING AIR OUTLET CHARACTERIZATION for STAN WEEKS & ASSOCIATES Edwards Landing —BUILDING 16 3214 Morning Dew Lane, Fort Pierce, FL 34982 Description Outlet Number Type file Design CFM Pre Test CFM FINAL CFM Entrance i CD 8 x 4 30 42 33 Kitchen/Living Rm 2 CD 10 x 10 160 184 176 Bathroom 3 CD 8 x 4 15 30 28 Bedroom 1 4 CD 12 x 8 180 152 167 Bedroom 2 Vent 1 5 CD 10 x 10 125 124 124 Bedroom 2 Vent 2 6 CD 10 x 10 125 123 123 TOTAL 635 651 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_2*4k PRO -DUCT SERVICES BLOWERDOOR&DUCTLEAKAOETESTINO TESTING -ADJUSTING -BALANCING AIR OUTLET CHARACTERIZATION for STAN WEEKS & ASSOCIATES Edwards Landing —BUILDING 16 3216 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 40 33 Kitchen/Living Rm 2 CD 10 x 10 160 167 167 Bathroom 3 CD 8 x 4 15 28 28 Bedroom 1 4 CD 12 x 8 180 161 179 Bedroom 2 Vent 1 5 CD 10 x 10 125 114 115 Bedroom 2 Vent 2 6 CD 10 x 10 125 119 123 TOTAL 635 645 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 NO STANDARDS AND PROCEDURES... Pro -Duct Services, 1915 Rio Vista R4 Fort Pierce, FL 34949 772.528,2076 pro-ductservicesJl@gmail.com "'gz_ab PRO -DUCT SERVICES BLOWERDOOR&DUCTLEAKAGETESTING TESTING -ADJUSTING -BALANCING AIR OUTLET CHARACTERIZATION for STAN WEEKS & ASSOCIATES Edwards Landing —BUILDING 16 3218 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 42 40 Kitchen/Living Rm 2 CD 10 x 10 160 184 173 Bathroom 3 CD 8 x 4 15 41 26 Bedroom 1 4 CD 12 x 8 180 162 168 Bedroom 2 Vent 1 5 CD 10 x 10 125 101 114 Bedroom 2 Vent 2 6 CD 10 x 10 125 99 118 TOTAL 635 639 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@gmail.com PRO-OUCT SERVICES BLOWERDOOR& DUCTLEAKAGETESTINO TESTING -ADJUSTING -BALANCING AIR OUTLET CHARACTERIZATION for STAN WEEKS & ASSOCIATES Edwards Landing —BUILDING 16 3220 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 45 40 Kitchen/Living Rm 2 CD 10 x 10 160 171 171 Bathroom 3 CD 8 x 4 15 29 29 Bedroom 1 4 CD 12 x 8 180 165 169 Bedroom 2 Vent 1 5 CD 10 x 30 125 113 115 Bedroom 2 Vent 2 6 CD 10 x 10 125 108 117 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 # i i Pro -Duct Services, 1915 Rio Vista Rd, Fort Pierce, FL 34949 772.528.2076 pro-ductservicesJl@gmailcom PRO-OUCT SERVICES BLOWERN= DUCTLEAKAOETESTING TESTING -ADJUSTING -BALANCING AIR OUTLET CHARACTERIZATION for STAN WEEKS & ASSOCIATES Edwards Landing —BUILDING 16 3222 Morning Dew Lane, Fort Pierce, FL 34982 Description Outlet Number Type size Design CFM Pee Test CFM FINAL CFM Entrance i CD 8 x 4 30 41 41 Kitchen/Living Rm 2 CD 10 x 10 160 160 160 Bathroom 3 CD 8 x 4 15 32 28 Bedroom 1 4 CD 12 x 8 180 167 167 Bedroom 2 Vent 1 5 CD 10 x 10 125 109 122 Bedroom 2 Vent 2 6 CD 10 x 10 125 114 123 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 i i i Pro -Duct Services, 1915 Rio Vista R t Fort Pierce, FL 34949 772.528.2076 pro-ductservices,/l@gmail.com n PRO -DUCT SERVICES BLOWERDOOR&DUCTLEAKAGETESTINO TESTING -ADJUSTING -BALANCING AIR OUTLET CHARACTERIZATION for STAN WEEKS & ASSOCIATES Edwards Landing —BUILDING 16 3224 Morning Dew Lane, Fort Pierce, FL 34982 Desaiptien Outlet Number Type Size Design CFM Pre Test CFM FINAL CFM Entrance 1 CD 8 x 4 30 39 39 Kitchen/Living Rm 2 CD 10 x 10 160 171 171 Bathroom 3 CD 8 x 4 i5 36 30 Bedroom 1 4 CD 12 x 8 180 141 176 Bedroom 2 Vent 1 5 CD 10 x 10 125 112 114 Bedroom 2 Vent 2 6 CD 10 x 10 125 108 117 TOTAL 635 647 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 # # i Pro -Duct Services, 1915 Rio Vista Rit Fort Pierce, FL 34949 772.528.2076 pro-ductservicesJl@gmail.com PRO -DUCT SERVICES BLOWEBDOOH&DUCTLEAKAOETESTINO TESTING -ADJUSTING -BALANCING TESTING, ADJUSTING, & BALANCING WARRANTY for Jtan Weeks & Associates Edwards Landing —BUILDING 16 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: 7/8/2019 Warranty Expiration Date: 7/31/2020 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.. IL74's, Z Pro-Duct Services, 1915 Rio Vista Rd, Fort Pierce, FL 34949 772.528.2076 pro-ductservices,/1@gmaii.com PRO -DUCT SERVICES BLOWERDOOR& DUCTLEAKAGETESTING TESTING -ADJUSTING -BALANCING Pro -Duct Services, 1915 Rio Vista Rd, Fart Pierce, FL 34949 772.528.2076 pro-ductservicesJl@gmail.com Planning & Development Services Building & Code Regulation Division 2300 Virginia Ave RecFlven Fort Pierce, Fl. 34982 772-462-216S Fax 772-462-6443 PermAP,p p4?691S St 4 �e �4% Request for 30-Day Temporary Power Release Date: a(f /9 Permit Number: Project Address: 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: I. This temporary power release is requested for the above staffed 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 terns 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 HEREBY RELEASE AND AGREE TO HOLD HARMLESS, ST. LUCIE COUNTY, AND THEIR EMPLOYEES FROM ALL LIABILITIES AND CLAIMS OF ANY TYPE OF NATURE WHICH MAY ARISE NOW OR IN THE FUTURE OUT OF THISON, INCLUDING ANY DAMAGE WHICH MAY BE INCURRED DUE TO THE DISCO E F ELECTRICAL POWER IN THE EVENT OF VIOLATION OF THIS AGREEMENT. N yi a 'j/? h SIGNATURE 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 right, 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 Pier!7i� Utilities Authority 206 S 6t 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: 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 OQi' ?cap, Fort Pie--, Utilities Authority 206 S Gt. ,`;treet 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 i Total Amount Received by Check $215,906.55 S Lumber design values are in accordance with A I 1 section 6.3 These truss designs rely on lumber values established by others. Cie MiTek 047& W. COPY RE: M11425 - 3170-80 MORNINGDEW LANE 1L Site Information: Customer Info: Edwards Landing LLC Lot/Block: Address: '31:94=3204VMORNINGDEW City: Fort Pierce Project Name: Model: Sedona 6 Unit Subdivision: Sedona Development State: FL MiTek USA, Inc. 6904 Parke East Blvd. Tampa, Fl- 33610-4115 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/TPI2014 Design Program: MiTek 20/20 9.1 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 hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, sec>rrc No. Tr Seal# uss Name ,[ 11 T14462951 A 7 12 IT14462952JAl �T 13 1T144629531B 17 14 1 T1 4462954 1 G EA �7 15 1 T1 4462955 1 VA �7J 16 1 T1 4462956 1 VB L 7r 17 1 T144629571 VC 7i 18 T14462958 VD 4�9 I114462959 VE � �G 10 T14462960- VGE the truss drawing(s) referenced abo}} diTek USA, Inc. under my direct s1f )rovided by Chambers Truss. truss Design Engineer's Name: ' /91VCII IIj ,IIVI,IUJ 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/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for 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 property incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. FA JUL 10 2018 sting Department ucie County, FL -139380 TATE OF ::44/� i O R I O 1?,Nam`. �,��S'O N Al E�♦♦♦ Thomas A Meet PE No.39360 Mfrek USA, Inc. Fl. Cart 6634 6904 Parke East Blvd. Tampa Fl. 33610 Date: July 2,2018 Albani, Thomas 1 of 1 Job Truss Truss Type Oty Ply 3170-80 MORNINGDEW LANE Tf4462951 M11425 A SPECIAL 24 1 Job Reference (optional)' unamner6 I russ, Inc., I-Ort Pierce, I-L Mar 11 LU1 C MI I eM1 lnmismes, ne. Mail Jul 4,-r.10. IO GV 10 Sx6 II 4.00F12 6 3x5 i 5 26 5x6 4 3x5 \ 3 15 - 25 7x10 MT19HS= 2 16 0 1 3x5 18 17 4.0012 3x4 II 5x12 MTiBHS= 48 = 3x5 27 7 5x6 a e 3x5 9 14 3x5 13 12 3x4 II Sx12MT1BHS= Scale=1:80.7 28 mlm 0 4x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Ve art -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 1VT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.46 Horz(CT) 0.50 10 We n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(L-) 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 pur ins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling 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. (Ib/size) 2=1788/0-8-0, 10=1788J0-8-0 Max Horz 2=-273(LC 10) Max Uplift 2=-1040(LC 12), 10=-1040(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4497,2652, 3-0=-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 BOT CHORD 2-18= 2368/4218, 17-18=-2368/4218, 16-17= 22OW4003, 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=ii7/517, 5-16-527/359, 4-16= 537/1115, 4-17= 927/577, 3-17=-531/314 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=42psf; BCDL=3.Opsh, h=131t; B=95ft; L=48ft; eave=6ft; Cat. II; ExP C; End., GCpI=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-9 to 2-8-10, Interior(1) 2-8-10 to 22-8-0, Eldenor(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 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1040 Ib uplift at joint 2 and 1040 lb uplift . atjolnt10. Thomas A. Alban! PE No.39380 MiTek USA, ]me. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Derv: July 2,201 E ®WABNWO.Venfydesl9npnnrh.1ers andBEAO NOTES ON TNISANDINCLODED MIIEKNEFEBANCE PAGEM67473.. 10=2015BEFOAEUSE Dedl valid forumonly with MITeMccnnectors. ltdsdeign 6basodonlyupon Parameters shown. and Is for an kWldiduai holding component net a fma system. Before um, the bWdirg designer must verify the appllcobBtyof cedgn porametersand properly Incorporate Mis design Into the overall W'edkrgdesmn. Brace) W1001ed is to prevent Wd(ann of Individual truaweb anllor chord members only.Ad<aaonaltemPoraWandpermanentbracing MiTek' h always required for stabllltyan l to preventcoliopm with pozINe personal Inpmy and Property damage. For General guitlmce reGmdlnG the (' fabnbatbe, sforaGe.delivery. erecllon and bracicg ofhuae and taasvwtems mcANSUIPIi Ormlloy C2arld, OS849 and local Suddtnp Component 6904 Parke East BNd. L Sa/ofy NlomrafblPvoilode from Truce Rare In Ailute, 218 N. Lee Street, Suite 312. Alexandre, VA 22314. Tarry., FL 33610 Truss Type Cry Ply 3170-BO MORNINGDEW LANE • T74462952 r01b­__F 1425 SPECIAL 18 1 Job Reference o tional Charmers nuns, mo., ran r•ieme, rc o. toe o iaai i i 2018 i­ � o,..... . ........, �.,,..... - . ID:lrBy73sLN6PTgDg3xFgX2KypcYO-1XKMjOKTaN_sxevMs2PimKT7W?gNrW2iBOICObzO4UE Scale = 1:79.5 Sx6 = 4.00 12 6 17 16 12 11 4x6 = ass II 5.8 = 4.00[12 Sx8 — 3x6 It bt6 6-10-0 11-0-0 16-11-9 22-&0 28-4-7 34-40 38-6-0 38-1 0 45-40 1 111.o LR-� F.A-7 4t1-9 4-an o.lao sl;-D Plate Offsets MY)-- (4:03-003-01 f8:0-3-0 0-Ml, f l2:0-5-12 0-2-121 I76:0-5-12 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well 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 Vert(CT) -0.63 14-15 >730 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.74 Horz(CT) 0.29 11 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.4314-15 >999 240 Weight: 223 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1493/0-8-0, 11=1972/0-8-0 Max Horz 2=270(LC 11) Max Uplift 2=T586(LC 12), 11=-1042(LC 12) FORCES. Qb) - Max Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-3590/1973, 3-4=-3102/1787, 4-5=-3737/2073, 5-6= 3569/1899, 6-7=-3569/1880, 7-8= 2780/1467, 8-9=-1177/661, 9-10=-1087/690 BOT CHORD 2-17-1793t3385, 16-17=-1793/3385, 1546=-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=-398(889, 7-13-827/598, 8-13=-955/1628, 8-12— 1188/761, 9d2=-1312/1866, 9-11=.1788/1444, 5-14=354/391, 4-15-206f620, 4-16=-629t374, 3-16=-549/330 Structural wood sheathing directly applied or 3-6-10 oc pudins. Rigid ceiling directly applied or 5-5.3 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=1.2psf; BCDL=3.Opst; h=13ft; B=95fF L=48ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 886 lb uplift at Joint 2 and 1042 lb uplift at joint 11. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Carl 6634 SON Parke East Blvd. Tampa FL 33810 Date: July 2,2018 J &WARNWG- VsraydealSnparemetereend READNOTES ON TMSAND INCLUDED M?EKRE IERANCE PAGEMI1-7473 rev. 102122015EEFORE USE Design vdld for use ONy with Mffee cmneclom rhisdesign is based only upon pcmmetersshown, antl is form hld[Vd WOdhg component.not a trussystem. Before use, the Wading designer must verity the appllcaWlly of design parameters antl properly incorporate M design Into the overdl bu8dWooeign. BradngindkWedistopreventWcldingoflndlvUd linasweband/orchordmemb moNy. AddfiomltemporalymdmmarentMmlh, NliTek' fabric yIoMstmge,rstobllltyerecoprevenirwhgoff possd persotem0 ury an SUMIIdydamage. For ge49mddanceregardng the OSad9 antl BCSI E09dhg C0mpananl • fabrtolnft sbrage,tllablo,erecllon andbracasgofimaesmdtons systems,.NeXorshic. East BHd. Terms, VA2231C10aM, SaNly lnbemafblls<'diable hom 11r8 %pie InseMe, 218 N. Lee Sheet. State 312, NexorWna. VA22314. Terrpa, FL 3361D FL Truss Truss Type Oty Ply 3170-80 MORNINGDEW LANE • T14462953 FM11426 B COMMON 3 1 Job Reference (optional) t,nm�meis uu ran rreico, rL 21 3x4 = 4x6 = 3x4 = Scale = 1:24.9 LOADING (pso TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-O0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.35 BC 0.31 WB 0.12 Mainz -MS DEFL. in Vert(LL) -0.07 Vert(CT) -0.13 Horz(CT) 0.01 Wind(LL) 0.09 Doc) Udefl Ud 4-10 >999 360 4-10 >999 240 3 Na Na 4-10 >999 240 PLATES GRIP MT20 244/190 Weight: 491b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc pudins. BOT CHORD Zx4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=518/0-8-0,3=518/0-8-0 - Max Horz 1=-150(LC 10) Max Uplift 1=-275(LC 12), 3=-275(LC 12) - FORCES. (lb) -: Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOPCHORD 1-2=748/609,2-3=-748/609 BOT CHORD 1-4= 384/605, 3.4= 384/605 . WEBS 2-4=-82/326 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.Opst; h=13ft; B=95ft; L=48ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extenor(2) 0-0-0 to 4-", Inte lor(1) 4-9-3 to 7-0-0, Extedor(2) 7-0-0 to 11-9-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcuirent 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 tail by 2-" wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2751b uplift at joint 1 and 2751b uplift at joint 3. Thomas A Albani PE No.39380 NiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: July 2,2018 P AWARNNG-Vedtydeagn Pemmefersend READ NOTES ON MOMDINCLUDED NDEKREFERANCE PAGEM6T4TJrev.raS 015 SEFOREUSE. Design valid for use, only v ANTek®connectors. r1sdetign b based only upon pareneters shown and Istor an axtA,aal buetlhg component, not a tnus system. Before use, the bWldhig doslgner must v fy the applicaNity of de M porametemand properly Incorporate Msdesign Into the ovelI ��- buadlrxldesign. DachighxiicatetlistopreventWGririgofIsitllvidualtmswebard/orctwrtlmembersoNV AtltlitiottaltemporaryantlpermanentIxaclfxl MRek' Ls always reRWred for staNOtyand to prevent collapsewlth passable personal lofury and property damage. For general guWarce regarding the ' fabncotbrt storage, delivery . erecflanand bracing of losses antl huss systems. seeANSgfPII GuaRy CfRer . OSS4Pand SCSISUffdng Component 6904 Parke East BMtl. WfetylMofmaWfPvcilable from Truss Rate Insibut, 218 N. Lee Sheet. Sure 312, Alexandra VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 3170-80 MORNINGDEW LANE ' T14462954 M11425 GEA GABLE 3 1 Job Reference o [tonal Chambers Truss, Inc., Fort Pierce, FL 8.130 a Mar 11 2ula MI I eK measures, Inc. Man JUI z 14:i e:21) 2018 Page I ID:mxt3zUUCiICPW?thmwC9HWgzwlOu-bwR67iMj6_EaBy3lzTRAdYW Dp1NJa7?fJEJ4Tz04U1 4x4 = Scale = 1:27.3 m Io 140-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in goe) Ydefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL L25 TC 0.18 Vert(LL) -0.00 9 Nr 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.00 9 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.10 Horz(CT) 0.00 8 n/a Na BCDL 10.0 Code FBC2017ITP12014 Matrix-S 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 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 14-0-0. (lb)- Max Horz 2=181(LC 11) Max Uplift All uplift 100 lb or less atjoinl(s) except 2=-192(LC 12), 8=-192(LC 12), 13=-111(LC 12), 14--103(LC 12), 11= 111(LC 12), 10=-103(LC 12) Max Grav All reactions 2501b or less at joint(s) 2, 8, 12, 13, 14, 11, 10 FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD _ 45= 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 real 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=13H; B=951t; L=48ft; eave=2ft; Cat. II; Exp C; Encl., GCpi-0.18; MW FRS (directional) and C-C Comer(3) 4-5-4 to 3-4-0, Exterior(2) 3-4-0 to 7-0-0, Comer(3) 7-0-0 to 11-9-3 zone;PC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for vend loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord beading. 6) Gable studs spaced at 2-0-0 0C. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcumant with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 192 lb uplift at joint 2, 192 lb uplift at joint 8, 111 lb uplift at joint 13, 103 lb uplift at joint 14, 111 lb uplift at joint 11 and 103 lb uplift at joint 10. Thomas A. Albani PE No29389 MiTek USA, Inc. FL Cert $634 6904 Parke East Blvd. Tampa FL 33810 Otte: July 2,2018 A WARNING -1AvaYCaslgaparemeN..d READ NOTES ON TMSAND INCLUDED MITEKREFERANOEPAOEM67471rev. 10/0.i2015SUORE USE foresee this deslgnhoopedoNyuponparameterselemaandisfory component, ref Mliekingdn INtlMNxil this a kdl syslem. Before use, the building t tlesign n must in,; o the [Adual men of design parameters and Woperly ddiffm rate this design Into the overall abm fe tn,th ner bwtlirg design.&acinglrWkatedmto prevent WCNlrg ofintlMtlual Uusweb and/W cnortlmembers oNy. Addlaonol temporaryand permanent bracing MiTek' eliverandto Wead bapllapof withs ancr hPersonal I& ANWopertyda Ciffe For genemindwSleregardrxl the balwaysn, dorde, delivery,systemssA.X(tadlVAM1CRerb, OSB-89 and BCS/HUBCe�q Component ' fabrlwibn, storage, tlelNery,oecaon elan llgof18 6904Page East Btrtl. l N. Lee SOhtymfomrelblgvaioble from 11Ias %ale Insnhee. 218 N.lee Sireei. a9fe 312 Nexandeo, VA 22314. Tarrya, FL 33610 Job Truss Truss Type City MORNINGDEW LANE T14462955 6 �Pl,3170R-BD eference(optonal) I russ, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Jut. 214:18:21 2018 Page i I D:nW3z000IcPw?thmwC9H W gzwlOu-36? UL2NLtINRo5exXAzOOz5tN D?T21 g8uzzsdwzO4UO 4x4 = 8 7 6 3x4 2x3 - 2x3 11 2x3 II 3x4 Swle=1:22.4 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in goc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert nfa - We 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) Na - We 999 - BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-5 Weight 48 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. All bearings 13-4-0 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. (lb) - Max Horz 1=-130(LC 10) Max Uplift All uplift 100 lb or less at jold(s) 1, 5 except 6= 196(LC 12), 8=-196(LC 12) Max Grav At reactions 250 lb or less at joint(s) 1, 5, 7 except 6=324(LC 18), 8=324(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 4-6=-2411336, 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=4.2psf; BCDL=3.Opsf; h=13h; B=95ft', L=48ft; eave=6ti; Cat. II; Exp C; End., GGpi=0.18; 1,y W FRS (directional) and C-C Exierior(2) 0-7-7 to 5-4-10, Intenor(1) 5-4-10 to 6-8-0, Extedor(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 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsfon 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 to uplift at joint(s)1, 5 except at=lb) 6=196,8=196. , Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cori 6634 69114 Parke East Blvd. Tampa FL 33610 DaN: July 2,2018 ( ®WARNWG.V dydWgnpardnret..d REAONOTEBONTNISANDWCLUDEDM1 KREFERANOEPAGEM 74n.,ION ISBEFOREUSE D gn valid for use only with MJTeM connectors. Ns doogn k based only upon pomM01ers shown, antl Is toy an hdMtlual buldlW component, not ��- a IR= system. Before use, the bnTafl g designer mull ve4ty the appllcablllN of de9on parameters antl properly Incorporate Ih6 design Into the overall bandngdesign.®acinglndiamedlstoprevent bucHtWofirdividualtnasweboadforchordmembelsonly. AdtlBlonalfempotaryondpennaroMbraclrg Galwaysrequredfor stability and to preventcollopse with powdAe peraral mpny and property damage. Forgenerdguldanceregadlrpfhe MiTek' - fobt tiM storage, delNery. erection and braclrg of frussesand hus systems wOANSWII QwoyCt ftM, DSB49anOBCSI BugG41g Comlaonent 6904 Parke East Blvd. SabtyMlotmafbNvallable ham Truss Rate InsAtute. 218 N. Lee street, Suite 312. Plexandrio. VA 22314, Tarrpa, FL 3361 D __7 Truss Type Cry Ply 3170-80 MORNINGDEW LANE • T14462956 rpjb­__ 1425 FVB GABLE 6 1 ' Job Reference (Optional) Unamoers I russ, Inc., roR FICrCe, rL a.lsu 5 mar I I cu to lull 1 e6 muusunis, m, mun uul c 1-10.c Lum raee 1 ID:mxt3z000IcPw?lhmwC9HW gzwlOo-XIZsYONzecVIOFD75uUtwAdl4cFjnU4H6dj09MzO4U? 4x5 = 2 Scale =1:18.3 4 3x4 i 2x3 11 3x4 LOADING (lost) SPACING- 2-0-0 CS]. DEFL. in poc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) n/a - n/a 999 TCDL TO Lumber DOL 1.25 BC 0.37 Ven(CT) n1a - n/a 999 BCLL 0.0 Rep Stress [net YES W B 0.10 Horz(CT) 0.00 3 n/a n/a 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=-101(LC 10) Max Uplift 1=-98(LC 12X 3= 98(LC 12), 4=-174(LC 12) Maz Gmv 1=161(LC 17), 3=176(LC 18), 4=383(LC 1) FORCES. lob) -Max. Comp lMax. 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 oG pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.OpsF; h=13tt; B=95f ; L=48ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directions]) Rod C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gdp 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 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 380 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 except Gt=1b) 4=174. Thomas A, Alban! PE No.39380 MTell USA, Inc. FL Cart $634 $904 Parke East Blvd. Tampa FL 33610 Date: July 2,2018 &WARNING-Vaoerdeslgnparamerers and READ NOTES ON THLSANDINCLUUED MTrEKREFERANCE PAGEMIF74T3rev. IC.Ai/L016 BEFORE USE De5gn vaild for use onlywlth M1ekO connectors. ihisdeSM Is basedonlyupon parameters shown. aM Is form IMINdud buldloQ component not ��• a buss S stem. Before use, the building designer must verify the appllcablity of cleslgn Wrametem Ond properly Incorporate thk dinign Into the overall buraingdesgo. BracerglMicatedisfopreventblcidir oflMNl udimsswebaM/orchwdmemWmoNy. AtltllaonaltemporaryaMpetmanentbraring WGIC kalways requlretl fa stabaliy and to pevent collapse wah potable personal hlJury aM propeM damage. FOrgeneralgWd nceregwdingale - fabrication, storage. delivery. erecllon aM bracng of hoses and imSSyAemi seeANSIMil puolRy CrRaM. DSa49aOde=0UOdfg Component 69N Parke East BW. SaNtyOGotmafbrnvailade from Truss Rate Insaturle, 216 N. Lee Street. Site 312. Ale odda. VA22314. Tampa, FL 3361 D Job Truss Truss Type Cry Ply 3170-80 MORNINGDEW LANE • T14462957 M11425 VC VALLEY 6 1 Jab Reference(optionall 1.naniueis puss, nlc.. ran eleme, rL 3x4 i U.1 sU S Mdr 1 l zal a mu eK l nousmes, l no. Man dui 41Va o:LL polo rage i ID:mxt3z000ICPW?thmwC9HW gzwlOu-XIZsYONzecVIQFD75uUlwAdnbcHOnUW H6djQ9Mz04U? 24 II 2 4 44 — LOADING (psU SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud TCLL 20.0 Plate Gnp DOL 1.25 TC 0.51 Vert(LL) n/a - n/a 999 TCOL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a - n/a 999 BCLL 0.0 ' -- Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 3 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/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. (Ib) - Mu. Comp./Mak Ten. -All forces 250 (lb) or less except when shown. Scale=1:14.7 3x4 PLATES GRIP MT20 244/190 Weight: 25lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced mot 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=13tt; 13=9511; L=48ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extenor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip COL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pat bottom chord live load noncdncunent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. Thomas A, Albani PE No.39360 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2018 ®WARNING. Vadlydadgnpammerersand READNOTESONTMSANDINLLUDEDWEKREFERANDEPAGEM.7V3mv. 1e/02T01511EFOREUSE Designv ldforuseonlyvMMlreMConnectomfides kbasedonlyuponparamefersshov a Isforane dudbuedingcomponent,not ��• a true system. Before roe. the Wilding de grief must verify the appllcabety of design parameters and properly lra o arale this design Into the overall bdidingdeslgn. Bracing indicated h to prevent buClding oflndlvMual nus web andfor chord members only. Adalnonaltemporaryantlpennanenlbracing M)Tek' Is always required for stabalty and to preventcollapse Win poca le personal lnjx and properly darnaw. Forgeneralguldoncere ocaingthe - fabdcatbNstoragedeliVery.emcflonaWd Wlr ofhussesmd[Mms tem%. eANSL4PIFOMMyCrBeda,DS"9and BCSl Bugding Component 6904 Parke East Bhd. SafetymblmafblPvallade kom lnu Rate malifute. 218 N. Lee sheet Sella 312. Alexandria. VA 22314. Tampa, FL 3361 D Job Truss Truss Type Qy Ply 3170-80 MORNINGDEW LANE • T14462956 M11425 VD VALLEY 6 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Jul 2 14:18:23 2018 Page 1 ID:mzl3z000IcPw9thmwCOHWgzwl0u-?V7FmjOcOvdg2PoJeb?uTOA1 FGfYWy8RLHSzhoz04U_ 2-8-0 5-4-0 2-8-0 2-8-0 3x4 i ME 44 = 3x4 Scale=1:10.8 LOADING (pal SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) . n/a - n(a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 161b FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=7615-4-0, 3=76/5-4-0, 4=151/5-4-0 Max Horz 1=-44(LC 10) Max Uplift 1= 51(LC 12), 3= 51(LC 12), 4= 58(LC 12) Max Grav 1=76(LC 17), 3=83(LC 18), 4=151(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc puriins. LICIT 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--1.2psf; BCDL=3.Opsf; h=13ft; B=951t L=48ft eave=6fl; Cat. II; Exp C; Encl., GCpi-0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle "-0 tall by 2-0-0 wide will fit between the bottom chord antl any other members. 6) Provide mechanical connection (by others) of muss to bearing plate capable of withstanding 100 It, uplift at joint(s)1, 3.4. Thomas A, A bani PE No.39380 MfTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2018 AWARNING -Venyde ,.pars &. and READ NOTES ON TNISANOWCLUOEO MREKREFERANLEPAGEMn.74" . 10,DLSOISBEFORE USE. • Desl� valltl for use oNy with MUek® conneclors.lhietle5gn is bosedoNy upon parameters shown, arW N for an LrdlNdual Wedlrg component. not a huwsyslem. Beforeuse,theateNn9 tlPrevet mustve4ry the fncomoralem,orcr lOn Intotheoverall 7 buedilg dedgn. bacerO lNYlcatedhfo prevent Wekli�ot lntllNtlual tnnsweb and/or enordmembers only. AticNlioswl temporary ontl pemrarent WaGig Mdualabmwebald/rhoord mernimp only. MfTek' po hiju ror generalnd gthe roII veryantltonrorct broilapsewlih fobdcods stogoge. delivery, • fabdcatlon.statknodloblefereceon and nc!I syste eAAFS C�BOM, OSB-09 and BC51 BUBObrg Component Quaoy Cril SCSISueafing 6eo4PaFL East BNd. Institt,218esse streasure312,AllxandrilOua@y Soyafy NMKnafbrgvailoble from truss Plate Institute, 218 N. Lee street. sure 312 Alexandria. VA22314. Teirya, FL 33610 Job Truss Truss Type Qry Ply 3170-00 MORNINGDEW LANE • T14462959 M11425 VE VALLEY 6 1 Job Reference optional) UnamDera I FUSS, Inc., non Heme, FL 1 o. laoe vial - sae= ID:mxd.3z0001cPw?thmwC9HWgzwlOu-Thhdz3PE9Di0fZN W CJW70bjELQ01F07aaxCW CFzO4Tz Scale =1:6.0 6.f10 12 2 3 4x6 4 3x4 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (Iac) I/defl Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.04 Ve t(LL) n/a - rVa 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) n/a - rVa 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 rVa n/a BCDL 10.0 Code FBC2017/TP12014 Matfix-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 pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. - REACTIONS. (lb/size) 1=53/2-8-0,3=53/2-8.0- Max Horz 1=15(LC 11) Max Uplift 1=-28(LC 12), 3=-28(LC 12) - FORCES. (Ib) - Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=13ft; B=95ft; L=48ft; eave=6ft; Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Extenor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gap DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Thomas A. Alban! PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: July 2,2018 &WARMING-VerllydeslBep.0e..dBEAD NOTES ON THISAND INCLUDED MREKHEFEBANCEPAGEMI74" rev. iNDYL0158EFOAE USE Deslgn valid foruse only with MITeMconnecton. nbadeslgn Isbmed only upon parameters shown, and Is for an incII&Iual bu9deg component nor ��- a truss system. Before use, the Mriltlirg des!®ner must vedry Me appiccanty of design parameters and propeey Incomorate M tlesign Into the overall Wl1dingdedgn. sating Malcaled is to prevem buckNg of edNk/ual eussweb and/or chord members only. AddliOnallempararyandpermanent Mating MiTele 5 alwaysrec"red for sioMlry and to prevent collapse with pomble personal hjury and properly damage. For general guidance regarding me - fabrkaibn storage, delivery, erecilon and bracing of trusses and truss systems. seeANSIM911 Qual CrIferxr, DS849 and BCSf Bu8d8ty Component 6904 Parke Peel BNtl. Sefelyfnfemnanonavdlable from Truss Rote In,FIMn% 218 N. Lee Street State 312, Alexandre. VA 22314. Tarpa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/7 Center plate on joint unless x y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. I For 4 x 2 orientation, locate plates 0-1r15' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. 'Plate location details available in M/Tek20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System I 6-4-8 I dimensionsshown not t scale) sixteenths It—�I (Drawings not to scale) 2 3 TOP CHORDS a a: O 2 U a O JO/NTSARE GENERALLYNUMBERED/LETIERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR- 1311, ESR- 1352, ESR 1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek@ All Rights Reserved 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 orX-bracing, Is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves - may require bracing,. or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials. on Inadequately braced trusses. 4. Provide copies of this truss design to the bulitling designer, erection supervisor, property owner and all other Interested parties. 5Cut 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 locaflons are regulated by ANSI/rPi 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/TPI 1. 8. Unless otherwise noted moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant, preservative treated, or green lumber, 10. Camber Is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to camber for dead load deflection, 11. Plate type, stm orientation and location dimensions Indicated are minimum plating requirements. 12, Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13, Top chords must be sheathed or purllns provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, If no ceiling Is installed, unless otherwise noted. 15Connections not shown are the responsibility of others. 16, Do not cut or alter truss member or plate without prior approval of on engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks.. Consult with project engineer before use. 19, Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 1 20, Design assumes manufacture In accordance with ANSI/TPI 1 Quality Criteria. ANDERSEN ANDRE CONSULISNG 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 REPORT NO: 166 REPORTED TO: Edwards Landing, LLC CC: Culpepper & Terpening, Inc. DATE OF TEST(S): 01/14/2019 PAGE NO.: 1 OF 1 TEST NO. Building T-16 (3194.3204 Momingdew Lane), Backfill Around Perimeter of Floor Slab MDR NO. MOISTURE CONTENT % DRY DENSITY PERCENT COMPACTION DEPTH LOCATION 1 Center of north side of slab 2577 11.3 110.5 98 0 to -12" GA 2 Center of east side of slab 2577 10.9 111.0 99 0 to -lZ' GA 3 Center of south side of slab 2577 10.3 111.6 99 0 to -12" GA 4 Center of west side of slab 2577 10.8 110.8 98 0 to -12" GA • DENOTES IN -PLACE DENSITY TEST DOES NOT MEET MINIMUM COMPACTION REQUIREMENT OF 9S PERCENT. - RETEST INDICATED DENSITY MEETS OR EXCEEDS MIN. DENSITY REQUIREMENTS PER SPECIFICATIONS FIELD TEST: r'. ASTM D-2937 r ASTM D-2922 r ASTM D-2167 l l ASTM D-1556 TECHNICIAN: SM REMARKS: LABORATORY MOISTURE -DENSITY RELATIONSHIP F=SOIL DIRECTLY BELOW FOOTING FS=FLOOR SLABSUBGRAGE OPTIMUM MDRNO. AMMAX. MOISTURE TEST METHOD DENSITY ETHCONTENT GA= SOIL IN GENERAL COMPACTED AREA PAV = SOIL BELOW STABILIZED SECTION PSSG = STABILIZED SUBGRADE PB=PAVEMENT BASE RE=ROADWAY NSSG = NON STABILIZED SUBGRADE 2577 D1557 112.5PCF 10.4% SEP = SOIL BELOW PAVEMENT TOP=TOP OF PIPE BOP=BOTTOM OF PIPE BOS= BOTTOM OFSTRUCTURE OTHER: Peter G. Andersen, P.E. Fla. Reg. No. 57956. AS A MUTUAL PROTECTION TO CLIENTS, THE PUBLIC AND OURSELVES, ALL REPORTS ARE SUBMITTED AS THE CONFIDENTIAL PROPERTY OF CLIENTS ANDAUTHORIZATION FOR PUBLICATION OF STATEMENTS. CONCLUSIONS OR EXTRACTS FROM OR REGARDING OUR REPORTS IS RESERVED PENDING OUR WRITTEN APPROVAL. r- 30 ANDERSEN ANDRE CONSULTING ENGINEERS, INC. IiiaS- 0-a3 FIELD DENSITY TEST REPORT 834 SW Swan Avenue Port St. Lucie, Florida 34983 Phone: 772-807-9191 Fax: 772-807-9192 www.aaceinc.com PROJECT: Sedona - Phase 1 FILE NO: 17-242 Fort Pierce, Florida REPORT N0: 75 REPORTED TO: Edwards Landing, LLC CC: Culpepper & Terpening, Inc. DATE OF TEST(S): 08/27/2018 PAGE NO.: 1 OF 1 TEST NO. Floor Slab and Footing Subgrade, Bldg. T-16, 3194-3204 MDR MOISTURE DRY PERCENT DEPTH Momingdew Lane NO. CONTENT% DENSITY COMPACTION LOCATION 1 1O'S & 28'W of NEC of Pad 2589 9.6 111.0 98 0 to-12" FS 2 21'S & 40'W of NEC of Pad 2589 10.4 110.5 98 0 to -12" FS 3 20'S & 24'E of N WC of Pad 2589 11.0 110.8 98 0 to -12" FS 4 15'S & 22'W of NEC of Pad 2589 8.9 111.1 98 0 to -12" F 5 6'N & 30'E of SWC of Pad 2589 9.2 112.0 99 0 to -12" F 6 20'N' 1'E of SWC of Pad 2589 9.9 111.6 99 - 0 to -12" F 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 r ASTM D-2922 r ASTM D-2167 r ASTM D-1556 TECHNICIAN: RL REMARKS: LABORATORY MOISTURE -DENSITY RELATIONSHIP F = SOIL DIRECTLY BELOW FOOTING FS = FLOOR SLAB SUBGRADE ASTOPTIMUM GA= SOIL IN GENERALCOMPACTEDAREA PAV = SOIL BELOW STABILIZED SECTION MDR NO. TEST MEITHOD DENSITY MOISTURE PSSG= STABILIZED SUBGRADE PB=PAVEMENT BASE CONTENT RS=ROADWAY NSSG = NON STABILIZED SUBGRADE 2589 D1557 113.1 PCF 12.2% SEP = SOIL BELOW PAVEMENT TOP =TOP OF PIPE BOP=BOTTOM OF PI PE BOS = BOTTOM OF STRUCTURE OTHER: T.P. � Ma"' P"' y Peter G. Andersen. P.E. 1 LE RECEIVED AUG 2 9 2018 ST. Lucie County, Permitting John M. Foster - Architect Member - American Institute of Architects - LEED AP January 14, 2019 11205 Ridge Ave. Fort Pierce, Florida 34982 Florida Reg. No. 8511 Planning & bevelopment Services Building & Code Regulation Division 2300 Virginia Avenue Ft. Pierce, Florida 34982 RECEIVED Sedona Multi -family project - Building 16 3214 — 3224 Morning Dew Lane MAY 2 3 2019 Permit # 1805-0331 sr. 4ucm county, Permitting Clarification of Roof Insulation Roof Insulation clarification: Per the submitted Florida Energy Code and "Manual J" A/C Load calculations, roof insulation shall be R-30 blown -in fiberglass. If there are any questions regarding thlS revision, please contact me as listed above. John M. roster - AIA S' FA OF \AI_A. •. 0 7�\ ;U gRpV 1�. O�6`% Sin' Ft. Pierce, Florida 34982 ' Sedona.Multi-family Projg4-Buiidirig 16 John M. Foster -Architect Member - American Institute of Architects - LEED AP October 31, 2018 11205 Ridge Ave. Fort Pierce, Florida 34982 Florida Reg. No. 8511 Planning & Development Services Building & Code Regulation Division 2300 Virginia Avenue Ft. Pierce, Florida 34982 Sedona Multi -family project - Building 16 3214-3224 Morning Dew Lane Permit # 18-05-0331 Revision to Florida Product Approval for horizontal rolling windows : Custom Window Systems, Inc. #HS-620 vinyl frame, horizontal slider "XO", non -impact rated, insulated windows may be substituted for the PGT window presently shown on the issued Permit plans. U value = 0.33, VT = 0.45, SHGC = 0.19, infiltration < 0.3, Design Pressure = +50 ( ) 75 psf. Note that all of these specifications exceed the requirements of the ASCE 7-10 and the Florida Energy Efficiency Code documents already submitted. If th ons regarding this revision, please contact me as listed above. BPS F Co . :�- �*. :v Ivl♦�8�ter 08511 '� 1W R 8 201B John M. Foster - Architect Member - American Institute of Architects - LEED AP October 31, 2018 11205 Ridge Ave. Fort Pierce, Florida 34982 Florida Reg. No. 8511 Planning & Development Services Building & Code Regulation Division 2300 Virginia Avenue Ft. Pierce, Florida 34982 Sedona Multi -family project - Building 16 3214-3224 Morning Dew Lane Permit # 18-05-0331 Revision to Florida Product Approval for horizontal rolling windows : Custom Window Systems, Inc. #HS-620 vinyl frame, horizontal slider "XO", non -impact rated, insulated windows may be substituted for the PGT window presently shown on the issued Permit plans. U value = 0.33, VT = 0.45, SHGC = 0.19, infiltration < 0.3, Design Pressure = +50 (-) 75 psf. Note that all of these specifications exceed the requirements of the ASCE 7-10 and the Florida Energy Efficiency Code documents already submitted. ns regarding this revision, please contact me as listed above. \�o6-d33 Occupancy Name: I \3 t $ Building Location: Agent/Owner: Date oflnspection: Cn Occupancy Type: Monitoring Company: ContactPerson: Sprinklers/Standpipes: Business Phone: 1 \t,K , n Number of Floors: After Hours Phone: Inspector: Q6,' {r RECEIVED 1. EXITS 8. STANDPIPESMOSE STATION/RISERS Insufficient manLer� p 2 6 2O'9— Signs of rust or leaking Exit signs not illated�, � ' Fire Department Connection obstructed _ Doors inoperable Fire hose out of date _ Improper locksfl tft; Lucie County, Permitting Valves not secured or tampered Obstructed acce Hose station doors Access width not adequate a. Sticking closed No emergency egress lights b. Glass broken Fire hose pressure reducing washers missing 2. ELECTRICAL Signs of rust or leaking Improper use of extension cords Panel box/meter not accessible 9. FIRE PUMPS Panel box - open penetrations Not being run by drop in pressure Electrical Room - improper storage Piping showing signs of rust/leaking Improper wiring or fixtures Not maintaining maintenance records Packing leaking excessively/need adjustment 3. BUILDING AND CONTENTS No storage allowed in pump room Housekeepinglimproper trash Improper storage of flammables 10. GENERATORS Unprotected openings in firewalls Not maintaining maintenance records Penetrations in ceilings or walls Not being ran weekly for 30 minute period Pressurized cylinders not secure No storage allowed in room 4. DAY CARE FACILITIES 11. STAIRWELLS Adequate staff not present Doors not self closing and/or positive latching Improper locks on closetsibath doors, Floor level sign missing Electrical receptacles uncovered Roof access sign missing Teaching/artwork over 20% Improper storage of clothing 12. TRASH/LINEN CHUTES Chute door not self closing or positive latching 5. FIREPROTECTIONEQUH'MENT Waste chute terminal room hopper door not self Fire extinguishers - improper # closing and/or positive latching Annual inspection tag Fusible link missing/wrong temperature rating Improper typetsize of extinguisher. Poor condition of cylinder 13. FIRE ALARM SYSTEM Improper location Inspection Tag Extinguisher cabinets and brackets Inspection Reports Fire Alarm Permit # _ 6. HOOD SYSTEM Devices _ Semi annual inspection complete Pull station hoin/strobe inspections Improper use of UL listed filters Grease accumulation 14. ALF/GROUP HOMES Improper coverage License current Secondary egress 7. SPRINKLERS Evacuation capabilities complete System flow test completed Adequate staff _ Maintain minimum of 18" clearance Improper number of clients _ Valves opened and supervised Fire Department Connection Fire sprinkler riser Annual inspection tag ST LUCIE COUNTY FIRE MARSHAL'S OFFICE 5160 NW Milner Drive Port St. Lucie, FL 34983 772-621-3322 FAX 772-621-3604 NO VIOLATIONS NOTED^ Failure to correct these viola4Rns by compliance date may result in the filing of civil and/or criminal charizestadcording to Florida State Statute 633. Reinspection Date _1 SUBSURFACE SOIL EXPLORATION AND GEOTECHNICAL ENGINEERING EVALUATION SEDONA RESIDENTIAL DEVELOPMEN PHASE 1 3,194 zi)4 ORNINGDEW LANEUILDING T-16_ ST. LUCIE COUNTY, FLORIDA AACE FILE No. 17-249 SCANNED BY St. Lucie County ANDERSEN A►NDRE 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 3194-3204 MORNINGDEw LANE (BUILDING T-16) 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 9.0 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 3194-3204 MORNINGDEw LANE (BUILDING T-16) 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 project covers approximately 10 acres of land within an approximately35-acre parent tract located on the southwest corner of Edwards Road and 25th 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-16 building site is roughly outlined and slightly elevated when compared to the surrounding grades. Accordingto the USDA NRCS WebSoil 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 www.aaceinc.com SEDONA RESIDENTIAL DEVELOPMENT- PHASE 1 3194-3204 MORNINGDEw LANE (BUILDING T-16) AACE FILE No.17-249 Page -2- 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-16 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 attheT-16 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 roughly outlined 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 ofAACE'sfield 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 Soft 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) to depths of about 13 feet below grade, followed by stiff clay (CL) reaching the termination depth of our deepest boring. 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- 3194-3204 MORNINGDEw LANE (BUILDING T-16) AACE FILE No.17-249 4.2 Measured Groundwater Level The groundwater table depth as encountered in the borings during 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 6.8 feet below the existing ground surface, with this range likely attributed to similar, localized elevation variations acrossthe 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 ora 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 existingT-16 building pad should be leveled and compacted with a heavyvibratory 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- 3194-3204 MORNINGDEw LANE (BUILDING T-16) AACE FILE No.17-249 After completion of the general site preparations discussed above, the bottom of foundation excavations dugthrough 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 priorto the placement of forms. Avibratory, walk -behind plate compactor can be used forthis final densification immediately priorto 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 -quarter of an 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 order to 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-S- 3194-3204 MORNINGDEw LANE (BUILDING T-16) 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 practicesforthe 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, ```\,k\01�1I111/����1/%�� ANDERSEN,A;�)) NSUl,Ti�i�',IyGINE' INC. _dgp5795G ' '•, Peter 'Anders%T�Al &'f ,%W ` David P. Andre, P.E. PnncipgFr !peer oRtO�st `\t Principal Engineer Fla. Reg. J. 6F1,9 1r' Fla. Reg. No. 53969: 9ff1/I' fj0Npj-\ ,\N\ I F�l P.GA/DPA:pa ANDERSEN ANDRE CONSULTING ENGINEERS, INC. W W W.AACEINC.COM 0 • 2016 AERIAL PHOTOGRAPH source: mapcam.com USGS TOPOGRAPHIC MAP (1983 USGS Quadrangle Map of "Fort Pierce, Florida") SECTION 29 TOWNSHIP 35S RANGE 40E NOT TO SCALE Source: mapcard.com ANDERSEN ANDRE CONSULTING ENGINEERS, INC. 834 SW Swan Avenue, Port St. Lucie, FL 34983 772-807.9191 www.AACEInc.com SITE VICINITY MAPS Certificate of Authorization No. 26794 USDA SOIL SURVEY MAP LOCATION OF POSED BUILDI Web Soil Survey 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 3194-3204 SE MORNINGDEW LANE (BUILDING T-16) ST. LUCIE COUNTY, FLORIDA Drawn by: PGA Checked bv: DPA AACE File No: 17.249 Date: May 2018 Dale: May 2018 Sheet No. 1 TB-# Standard Penetration Test Boring AB-# - Auger Boring The shown boring locations were determined in the field using the Dprovided site plan, obtained aerial photographs, existing site features, anda combination of a WAAS-enabled handheld GPS instrument and tape/wheel measurements. The shown boring locations should be considered accurate only to the degree implied by the method of measurement used. NOT TO SCALE Sheet No. 2 Source: Reference Sheet No. 6 of plans prepared by Culpepper & Terpening, Inc. (dated 02/20/17) ANDERSEN ANDRE CONSULTING ENGINEERS, INC 834 SW Swan Avenue, Part SL Lucie, FL 34983 772-807.9191 w AACElnc.com Certificate of Authorization No. 26794 TB-1 DATE: 05/04/18 0 r ........ 15 ......... " EOB O BROWN FINE SAND (SP), T/O CLAY GRAY CLAYEY FINE SAND (SC) AB-1 DATE: 05/04/18 BROWN FINE• SAND •(SP) . . . . . . . . . . BROWN CLAYEY FINE SAND (SC) SALW GRAY SL CLAYEY EOB O FINE SAND (SP—SC) AB-2 DATE: 05/04 ............................. BROWN FINE SAND (SP), T/0 CLAY GRAY FINE SAND (SP), T/0 CLAY ............................... 6.5, - GRAY/DK. GRAY SL CLAYEY"' FINE SAND (SP—SC) LT. GRAY CLAYEY FINE .SAND .(SC) ................ BLS EDO O 1 0 BROWN FINE SAND (SP), T/O CLAY DK. GRAY SL CLAYEY FINE SAND (SP—SC) ....................... GRAY FINE SAND (SP), T/O CLAY 5 ...................... 1 10 BLS GRAY CLAY (CL), T/O SAND _............................................................................................ BLS SOIL LEGEND: FINE SAND (SP) SLIGHTLY CLAYEY FINE SAND (SP—SC) ® CLAYEY FINE SAND (SC) ® CLAY (CL) 15 DRILLING NOTES: TB—# STANDARD PENETRATION TEST [SPT] BORING (ASTM D1586) N SPT RESISTANCE IN BLOWS PER FOOT XX_'M GROUNDWATER TABLE (FT BELOW EXIST. GRADE) AT TIME DRILLED EOB END OF BORING BLS BELOW LAND SURFACE SP, SP—SC, ETC: UNIFIED SOIL CLASSIFICATION SYSTEM [USCS] USCS GROUPS DETERMINED BY VISUAL CLASSIFICATION EXCEPT FOR NOTED LABORATORY TESTS DRILL CREW FIRM: AACE DRILL CREW CHIEF: RL DRILL RIG: DIEDRICH D-25 DRILL METHOD: ROTARY—WASH/BENTONITE SLURRY CASING: NOT NEEDED HAMMER TYPE: AUTOMATIC/SAFETY GEOTECHNICAL ENGINEERING EVALUATION BORING LOCATION PLAN AND SEDONA RESIDENTIAL DEVELOPMENT -PHASE 1 SOIL BORING PROFILES 3194-3204 SE MORNINGDEW LANE (BUILDING T-16) ST. LUCIE COUNTY, FLORIDA Drawn by: PGA Date: EYE Checked by: DPA DataMay 2018 AACE File No: 17-249 Sheet No. 2 APPENDIX I USDA Soil Survey Information Soil Map —St. Lucie County, Florida (Edwards Landing, SLC) 2A 2CXrN 2 M26'N 5i690 e34fgl 5iW9J 5>feeo Yd,ta aN140 eUi]0 3 b Map So@: 1:1,570 if Panted anA 6ridsmpe (11" x B.S) sheet N� a 27 40 eJ 1Z1 A Feet 0 e Map per: Web Maxator Com coadinates:W(S84 Edge bm: UIM Zone 17NWGS84 OSpA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 11 q 2A MW'N M M M sA M M pK M ( 1 / q pF M 0 M 2N MWN 3 R 8/21/2017 Page 1 of 3 Soil Map —St. Lucie County, Florida (Edwards Landing, SLC) MAP LEGEND MAP INFORMATION Area of Interest (AD]) @ spoil Area The soil surveys that comprise your AOI were mapped at O Area of Interest (AOI) ® Stony Spot y 1:24,000. Soils •� Very Stony spot Warning: Soil Map may not be valid at this scale. Q Soil Map Unit Polygons Wet spot Enlargement of maps beyond the scale of mapping can cause Soil Map Unit Lines misunderstanding of the detail of mapping and accuracy of soil p Other line placement. The maps do not show the small areas of B 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 N 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 0 oseDepression Closed Dion ++4 Web Soil Survey URL: Interstate Highways Coordinate System: Web Mercator (EPSG:3857) Gravel Pit US Routes Maps from the Web Soil Survey are based on the Web Mercator Gravelly Spot a Major Roads projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Landfill a Local Roads Albers equal-area conic projection, should be used if more ApL 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. . 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 V t Rock Outcrop 1:50,000 or larger. + Saline Spot Date(s) aerial images were photographed: Dec 31, 2009—Mar 20, 2017 Sandy Spot The orthophoto or other base map on which the soil lines were .g Severely Eroded Spot compiled and digitized probably differs from the background imagery displayed on these maps. As a result, same minor ® Sinkhole shifting of map unit boundaries may be evident. y�y Slide or Slip Sadie Spot us Natural Resources Web Soil Survey 8/2112017 Conservation Service National Cooperative Soil Survey Page 2 of 3 Soil Ma"t. 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: VVinder loamy sand —St. Lucie County, Florida St. Lucie County, Florida 55—Winder loamy sand Map Unit Setting National map unit symbol: ljpwk 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 Btgl - 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 usDA Natural Resources Web Soil Survey 8121/201i conservation Service National Cooperative Soil Survey Pagel of 4 Map Unit Description: Winder loamy sand —St. Lucie County, Florida Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonimgated): 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 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: 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 05Dg Natural Resources Web Soil Survey 8I2112017 Conservation Service National Cooperative Soil Survey Page 2 of 4 i 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 (G156BC241 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 (GI 56BC141FL) 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 Other vegetative classification: Sandy over loamy soils on flats of hydric or mesic lowlands (13156BC241 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 (G1 56BC141 FL) Hydric soil rating: No Wabasso Percent of map unit: 2 percent Landform: Flats on marine terraces Landform position (three-dimensional): Talf Down -slope shape: Convex Edwards Landing, SLC USDA 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 (G1 56BC141 FL) Hyddc 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 USDA 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'logsand 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 onesoil to anothermay 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 absenceofa groundwater level on certain logs indicatesthat no groundwater data isavailable. 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): CohesionlessSoils: 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 gy 0 to 2 Very soft 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 at5 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 augerourofthe 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 [1.5m]) 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 orjars 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 theirnatural condition as possible. Complete preservation of in situ conditions cannot be realized; however, with careful handling and propersampling techniques, disturbance duringsampling 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 groundwater table and to the ground surface is recordedandthe hole is then 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 AACEsoils laboratory arevisually observed bya 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. 1. I 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" I300 MM11 and COBBLES (3" i75 MMl TO 12" I300 MMII• 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% 5-15% 15 - 29% 30-49% 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 — no mention of sand in description — trace —some —sandy 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 Y2 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 0 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 (less than six inches advance of the split spoon after 50 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) J � i y \ 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 in the report. This report does not reflect any subsurface variations (e.g. soil types, 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 for the 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 not the 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 atthe time/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. Y 14 � Geolechnical Engineeping 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 evenyou—should apply the report for any purpose or project except the one originally contemplated. Read the M Report 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 Geotechidcal Engineering Report Is Based on A Unique Set of Project-SpecUic'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 forproblems 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 repodwhose 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 identities 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 Not 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 N 0. subsurface conditions revealed during construction. The geotechnical engineer who developed yourreport cannot assume responsibility or liability for the report's recommendations if that engineer does not perform construction observation. A Geotechnical Engineering Report Is Subject to Misinterpretation 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 can 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 Redraw the Engineer'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 never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the repod 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, butpreface it with a clearly written letter of transmittal. In that letter, advise contractors that the repel 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 sunclent 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. Geoenvironmental 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 forsome- one else. Obtain Professional Assistance To Deal with Maid 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 can 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 part 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. Pmper Implementation of the recommendations conveyed In this report will not of itself be sufficient to prevent mold from growing In or an the structure Involved. Rely on Your ASEEalllember, Geotechncial Engineer for Additional Assistance Membership in ASFEI THE BEST PEOPLE ON EAniu 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 GEOPROFESSIONAL BUSINESS ASSOCIATION 8811 Colesville Road/Sulte G106, Silver Spring, MD 20910 Telephone:301/565-2733 Facsimile:301/589-2017 e-mail:lnfo@aste.org www.asfe.org Copyright 2012 by ASFE, Inc. Dupllostlon, reproduction, or copying of this document, in whole or In part, byany means whatsoever is sMctlyprohibited, except with ASFE's specific written permission. Excerpting, quoting, or otherwise extracting 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 geotechnical engineering report. Any other firm, Individual, or other entity that so uses this document without befog an ASFE member mold be commiting negligent orintentional (fraudulent) missrepresentadon. IIGER03135.0MRP BUILDING PERFORMANCE INSTITUTE, INC. 107 Hermes Road, Suite 210 Malta, NY 12020 (877) 274-1274 www.bpi.org `•., �) Martin Klein BPI BPI IDN: e06163:; tE3 ; CERTIFIED PROFESSIONAL O d (SEE REVERSE SIDE FOR DESIGNATIONS AND EXPIRATION DATES)