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RC-14-564 (2).eCA LA, -54 FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION ?r/ Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Street: City, State, Trp: Owner: Design Location: Freshling Residence 1285 NE 95TH STREET MIAMI SHORES , FL , 33138 - FL, Miami Builder Name: Permit Office: Permit Number: Jurisdiction: 232600 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 above grade (ft2) Conditioned floor area below grade (ft2) 7. Windows (767.2 sqft.) Description a. U -Factor: Sgl, U=0.87 SHGC: SHGC=0.42 b. U -Factor: N/A SHGC: c. U -Factor: N/A SHGC: d. U -Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: 8. Floor Types (3460.0 sqft.) a. Slab -On -Grade Edge Insulation b. Floor Over Other Space c. N/A New (From Plans) Single-family 1 3 No 3460 0 Insulation R=0.0 R=0.0 R= Area 767.17 ft2 ft2 ft2 ft2 6.000 ft. 0.420 Area 1960.00 ft2 1500.00 ft2 ft2 9. Wall Types (5116.0 sqft) a. Concrete Block - Int Insul, Exterior b. N/A c. N/A d. N/A 10. Ceiling Types (1960.0 sqft.) a. Under Attic (Vented) b. N/A c. N/A 11. Ducts a Sup: Attic, Ret: Attic, AH: Main b. Sup: Attic, Ret: Attic, AH: Main 12. Cooling systems a. Central Unit b. Central Unit 13. Heating systems a. Electric Strip Heat b. Electric Strip Heat 14. Hot water systems a. Natural Gas Tankless b. Conservation features None 15. Credits CERTED MAR 2 12014 Insulation Area R=4.1 5116.00 ft2 R= ft2 R= ft2 R= ft2 Insulation Area R=30.0 1960.00 ft2 R= ft2 R= ft2 R ft2 6 250 6 200 kBtu/hr Efficiency 48.0 SEER:15.50 36.0 SEER:15.50 kBtu/hr Efficiency 28.0 COP:1.00 21.0 COP:1.00 Cap: 1 gallons EF: 0.590 Pstat Glass/Floor Area: 11114 ij/rp sed Modified Loads: 76.22 • (6,' T ri4 ):1 Reference Loads: 101.19 PASS I hereby certify that the plats d stecifi�,� this calculation are in colplianoe wi11E�9> Code. PREPARED BY. DATE I hereby certify that this buildingof, with the Florida Energy Code. OWNER/AGENT. DATE: Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL. DATE. - Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist 2/11/2014 9:44 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 1 of 6 2/11/2014 9:44 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 6 PROJECT Title: - Building Type: Owner: # of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Existing: Comment: Freshling Residence Bedrooms: 3 User Conditioned Area: 3460 Total Stories: 2 1 Worst Case: No Rotate Angle: 0 Cross Ventilation: 232600 Whole House Fan: Single-family New (From Plans) Address Type: Street Address Lot # Block/SubDivision: PlatBook: Street: 1285 NE 95TH STREET County: Miami -Dade City, State, Zip: MIAMI SHORES , FL , 33138- CLIMATE IECC Design Temp Design Location TMY Site Zone 97.5 % 2.5 % Int Design Temp Heating Design Daily Temp Winter Summer Degree Days Moisture Range FL, Miami FL_MIAMI_INTL AP 1 51 90 70 75 149.5 56 Low BLOCKS Number Name Area Volume 1 2 Block1 1960 23520 Block2 1500 18000 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated 1 2 Main 1960 23520 Yes 6 2nd Floor 1500 18000 No 6 1 2 1 Yes Yes Yes 1 Yes Yes Yes FLOORS V# Floor Type Space Perimeter Perimeter R -Value Area Joist R -Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulation Main 230 ft 0 Over Other Space 2nd Floor ---- ---. 1960 ft2 1500 ft2 _-_- 0 0 1 0 0 0 1 2 Floor ROOF / V # Roof Gable Roof Type Materials Area Area Color Solar Absor. SA Emitt Emitt Deck Pitch Tested Tested Insul. (deg) 1 Hip Metal 2020 ft2 0 ft2 Medium 0.65 No 0.9 No 0 14 ATTIC # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1960 ft2 N N 2/11/2014 9:44 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 6 2/11/2014 9:44 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 6 CEILING # Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 1960 ft2 0.11 Wood WALLS / Adjacent Cavity Width Height Sheathing Framing Solar Below V # Omt To Wall Typp Space 1:1-Vali IA Ft In Ft In Area RValue Fraction thSor Grade% 1 N Exterior Concrete Block - Int Insul Main 4.09999 94 8 12 1136.0 ft2 0 0.75 0 2 E Exterior Concrete Block - Int Insul Main 4.09999 23 12 276.0 ft2 0 0.75 0 _ 3 S Exterior Concrete Block - Int Insul Main 4.09999 94 8 12 1136.0 ft2 0 0.75 0 _ 4 W Exterior Concrete Block - Int Insul Main 4.09999 23 12 276.0 ft2 0 0.75 0 _ 5 N Exterior Concrete Block - Int Insul 2nd Floor 4.09999 72 6 12 870.0 ft2 0 0.75 0 _ 6 E Exterior Concrete Block - Int Insul 2nd Floor 4.09999 23 12 276.0 ft2 0 0.75 0 7 S Exterior Concrete Block - Int Insul 2nd Floor 4.09999 72 6 12 870.0 ft2 0 0.75 0 _ 8 W Exterior Concrete Block - Int Insul 2nd Floor 4.09999 23 12 276.0 ft2 0 0.75 0 DOORS V # Omt Door Type Space Storms U-Value Width Ft In Height Ft In Area 1 S Insulated Main None .4 5 9 45 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang V # Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N 1 Metal Single (Clear) Yes 0.87 0.42 6.1 ft2 6 ft 0 in 2 ft 0 in Drapes/blinds None 2 N 1 Metal Single (Clear) Yes 0.87 0.42 17.5 ft2 6 ft 0 in 2 ft 0 in Drapes/blinds None 3 N 1 Metal Single (Clear) Yes 0.87 0.42 149.3 ft2 6 ft 0 in 2 ft 0 in Drapes/blinds None 4 N 1 Metal Single (Clear) Yes 0.87 0.42 199.1 ft2 6 ft 0 in 2 ft 0 in Drapes/blinds None 5 E 2 Metal Single (Clear) Yes 0.87 0.42 23.3 ft2 6 ft 0 in 2 ft 0 in Drapes/blinds None 6 S 3 Metal Single (Clear) Yes 0.87 0.42 29.6 ft2 6 ft 0 in 2 ft 0 in Drapes/blinds None 7 S 3 Metal Single (Clear) Yes 0.87 0.42 15.8 ft2 6 ft 0 in 2 ft 0 in Drapes/blinds None 8 S 3 Metal Single (Clear) Yes 0.87 0.42 17.9 ft2 6 ft 0 in 2 ft 0 in Drapes/blinds None 9 W 4 Metal Single (Clear) Yes 0.87 0.42 33.3 ft2 6 ft 0 in 2 ft 0 in Drapes/blinds None 10 N 5 Metal Single (Clear) Yes 0.87 0.42 31.8 ft2 6 ft 0 in 2 ft 0 in Drapes/blinds None 11 N 5 Metal Single (Clear) Yes 0.87 0.42 18.5 ft2 6 ft 0 in 2 ft 0 in Drapes/blinds None 12 N 5 Metal Single (Clear) Yes 0.87 0.42 19.5 ft2 6 ft 0 in 2 ft 0 in Drapes/blinds None 13 N 5 Metal Single (Clear) Yes 0.87 0.42 6.5 ft2 6 ft 0 in 2 ft 0 in Drapes/blinds None 14 E 6 Metal Single (Clear) Yes 0.87 0.42 84.0 ft2 6 ft 0 in 2 ft 0 in Drapes/blinds None 15 S 7 Metal Single (Clear) Yes 0.87 0.42 11.6 ft2 6 ft 0 in 2 ft 0 in Drapes/blinds None 16 S 7 Metal Single (Clear) Yes 0.87 0.42 88.7 ft2 6 ft 0 in 2 ft 0 in Drapes/blinds None 17 S 7 Metal Single (Clear) Yes 0.87 0.42 14.6 ft2 6 ft 0 in 2 ft 0 in Drapes/blinds None 2/11/2014 9:44 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 6 INFILTRATION # Scope Method SLA CFM 50 ELA EqLA ACH ACH 50 Wholehouse Best Guess .0005 4537.8 249.12 468.51 .4247 6.5575 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Strip Heat None COP: 1 28 kBtu/hr 1 sys#1 2 Electric Strip Heat None COP: 1 21 kBtu/hr 2 sys#2 COOLING SYSTEM J # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit None SEER: 15.5 48 kBtu/hr 1440 cfm 0.75 1 sys#1 2 Central Unit None SEER: 15.5 36 kBtu/hr 1080 cfm 0.75 2 sys#2 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Natural Gas Tankless Exterior 0.59 1 gal 40 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None ft2 DUCTS -- Supply -- --- Retum -- Air CFM 25 CFM25 HVAC # # Location R -Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 250 ft2 Attic 50 ft2 Default Leakage Main (Default) c(Default) c 1 1 2 Attic 6 200 ft2 Attic 50 ft2 Default Leakage Main (Default) c(Default) c 2 2 TEMPERATURES Programable Cooling Heating Venting Thermostat. Jan X Jan Jan Y Feb W Mar X Feb Mar Feb Mar Ceiling ; AprMay ' Apr X Apr Fans: f May [ May X Jun Jun ' Jun X Jul Jul ' ' Jul X Aug Aug Aug X Sep ; Sep Sep Oct Oct X Oct Nov X Nov X Nov Dec ;XI Dec Dec 2/11/2014 9:44 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 6 Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEN) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (W EH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 2/11/2014 9:44 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 5 of 6 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: 1285 NE 95TH STREET MIAMI SHORES, FL, 33138 - PERMIT #: MANDATORY REQUIREMENTS SUMMARY - See individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) CHECK Air leakage 402.4 To be caulked, gasketed, weatherstripped or otherwise sealed. Recessed lighting IC -rated as meeting ASTM E 283. Windows and doors = 0.30 cfm/sq.ft. Testing or visual inspection required. Fireplaces: gasketed doors & outdoor combustion air. Must complete envelope leakage report or visually verify Table 402.4.2. Thermostat & controls 403.1 At least one thermostat shall be provided for each separate heating and cooling system. Where forced -air furnace is primary system, programmable thermostat is required. Heat pumps with supplemental electric heat must prevent supplemental heat when compressor can meet the load. Ducts 403.2.2 403.3.3 All ducts, air handlers, filter boxes and building cavities which form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section 503.2.7.2 of this code. Building framing cavities shall not be used as supply ducts. Water heaters 403.4 Heat trap required for vertical pipe risers. Comply with efficiencies in Table 403.4.3.2. Provide switch or clearly marked circuit breaker (electric) or shutoff (gas). Circulating system pipes insulated to = R-2 + accessible manual OFF switch. Mechanical ventilation 403.5 Homes designed to operate at positive pressure or with mechanical ventilation systems shall not exceed the minimum ASHRAE 62 level. No make-up air from attics, crawlspaces, garages or outdoors adjacent to pools or spas. Swimming Pools & Spas 403.9 Pool pumps and pool pump motors with a total horsepower (HP) of = 1 HP shall have the capability of operating at two or more speeds. Spas and heated pools must have vapor -retardant covers or a liquid cover or other means proven to reduce heat loss except if 70% of heat from site -recovered energy. Off/timer switch required. Gas heaters minimum thermal efficiency=78% (82% after 4/16/13). Heat pump pool heaters minimum COP= 4.0. Cooling/heating equipment 403.6 Sizing calculation performed & attached. Minimum efficiencies per Tables 503.2.3. Equipment efficiency verification required. Special occasion cooling or heating capacity requires separate system or variable capacity system. Electric heat >10kW must be divided into two or more stages. Ceilings/knee walls 405.2.1 R-19 space permitting. 2/11/2014 9:44 AM EnergyGauge5 USA - FlaRes2010 Section 405.4.1 Compliant Software Page 6 of 6 Residential System Sizing Calculation Summary Project Title: Freshling Residence 1285 NE 95TH STREET MIAMI SHORES, FL 33138- 2/6/2014 Location for weather data: Miami, FL - Defaults: Latitude(25.82) Altitude(? ft.) Temp Range(L) Humidity data: Interior RH (50%) Outdoor wet bulb (77F) Humidity difference(58gr.) Load Load Winter design temperature(MJ8 99%) 50 F Summer design temperature(MJ8 99%) 90 F Winter setpoint 70 F Summer setpoint 75 F Winter temperature difference 20 F Summer temperature difference 15 F Total heating load calculation 48493 Btuh Total cooling load calculation 81427 Btuh Submitted heating capacity % of calc Btuh Submitted cooling capacity % of calc Btuh Total (Electric Strip Heat) 101.0 49000 Sensible (SHR = 0.75) 99.1 63000 Btuh Duct loss Latent 117.6 21000 Subtotal Total sensible gain Total 103.2 84000 WINTER CALCULATIONS Winter Heating Load (for 3460 salt) Load component Load Load Window total 767 sqft Window total 767 sqft 13349 Btuh Wall total 4304 sqft 12846 Btuh Door total 45 sqft 360 Btuh Ceiling total 1960 sqft 1248 Btuh Floor total See detail report 5428 Btuh Infiltration 470 cfm 10344 Btuh Duct loss Btuh 4919 Btuh Subtotal Total sensible gain 48493 Btuh Ventilation 0 cfm 0 Btuh TOTAL HEAT LOSS Btuh 48493 Btuh Summer Cooling Load (for 3460 SUMMER CALCULATIONS Load component Load Window total 767 sqft 14985 Btuh Wall total 4304 sqft 9634 Btuh Door total 45 sqft 540 Btuh Ceiling total 1960 sqft 2746 Btuh Floor total 0 Btuh Infiltration 353 cfm 5818 Btuh Internal gain 24760 Btuh Duct gain 5083 Btuh Sens. Ventilation 0 cfm 0 Btuh Blower Load 0 Btuh Total sensible gain 63567 Btuh Latent gain(ducts) 1552 Btuh Latent gain(infiltration) 13908 Btuh Latent gain(ventilation) 0 Btuh Latent gain(internal/occupants/other) 2400 Btuh Total latent gain 17860 Btuh TOTAL HEAT GAIN 81427 Btuh 8th Edition EnergyGauge® System --, PREPARED BY: DATE: f EnergyGaugee / USRFZB v3.1 System Sizing Calculations - Summer Residential Load - Room by Room Component Details Project Title: Freshling Residence 1285 NE 95TH STREET MIAMI SHORES, FL 33138 - Reference City: Miami, FL 2/6/2014 Temperature Difference:15.0F(MJ8 99%) Humidity difference: 58gr. Window Type* Panes SHGC U InSh IS Omt Overhang Len Hgt Window Area(sgft) Gross Shaded Unshaded HTM Shaded Unshaded Load 1 1 NFRC 0.42, 0.87 B -L No N 6.0ft. 2.0ft. 6.1 0.0 6.1 17 17 105 Btuh 2 1 NFRC 0.42, 0.87 B -L No N 6.0ft. 2.0ft. 17.5 0.0 17.5 17 17 301 Btuh 3 1 NFRC 0.42, 0.87 B -L No N 6.0ft. 2.0ft. 149.3 0.0 149.3 17 17 2567 Btuh 4 1 NFRC 0.42, 0.87 B -L No N 6.0ft. 2.0ft. 199.1 0.0 199.1 17 17 3422 Btuh 5 1 NFRC 0.42, 0.87 B -L No E 6.0ft. 2.0ft. 23.3 7.5 15.9 17 39 747 Btuh 6 1 NFRC 0.42, 0.87 B -L No S 6.0ft. 2.0ft. 29.6 29.6 0.0 17 19 508 Btuh 7 1 NFRC 0.42, 0.87 B -L No S 6.0ft. 2.0ft. 15.8 15.8 0.0 17 19 272 Btuh 8 1 NFRC 0.42, 0.87 B -L No S 6.0ft. 2.0f . 17.9 17.9 0.0 17 19 308 Btuh 9 1 NFRC 0.42, 0.87 B -L No W 6.0ft. 2.0ft. 33.3 14.9 18.4 17 39 975 Btuh Window Total 492 (sqft) 9205 Btuh Walls Type U -Value R -Value Area(sqft) HTM Load Cav/Sheath 1 Concrete Blk,Hollow - Ext 0.15 4.1/0.0 763.9 2.2 1710 Btuh 2 Concrete BIk,Hollow - Ext 0.15 4.1/0.0 252.7 2.2 566 Btuh 3 Concrete BIk,Hallow - Ext 0.15 4.1/0.0 1027.7 2.2 2300 Btuh 4 Concrete BIk,Hollow - Ext 0.15 4.1/0.0 242.7 2.2 543 Btuh Wall Total 2287 (sqft) 5119 Btuh Doors Type Area (sqft) HTM Load 1 Insulated - Exterior 45.0 12.0 540 Btuh Door Total 45 (sqft) 540 Btuh Ceilings Type/Color/Surface U -Value R -Value Area(sqft) HTM Load 1 Vented Attic/Light/Metal 0.032 30.0/0.0 1960.0 1.40 2746 Btuh Ceiling Total 1960 (sqft) 2746 Btuh Floors Type R -Value Size HTM Load 1 Slab On Grade 0.0 1960 (ft -perimeter) 0.0 0 Btuh Floor Total 1960.0 (sqft) 0 Btuh Zone Envelope Subtotal: 17611 Btuh Infiltration Type Wholehouse ACH Volume(cuft) Wall Ratio CFM= Load Natural 0.51 23520 0.53 187.4 3092 Btuh Internal Occupants Btuh/occupant Appliance Load gain 6 X 230 + 12000 13380 Btuh Sensible Envelope Load: 34083 Btuh Duct load Average sealed, Supply(R6.0-Attic), Retum(R6.0-Attic) (DGM of 0.081) 2763 Btuh Sensible Zone Load 36846 Btuh EnergyGauge®/ USRFZB v3.1 Page 1 Manual J Summer Calculations Residential Load - Component Details (continued) Project Title: Climate:FL MIAMI_INTL AP Freshling Residence 1285 NE 95TH STREET MIAMI SHORES, FL 33138- 2/6/2014 Window Type* Panes SHGC U InSh IS Omt Overhang Len Hpt Window Area(sqft) Gross Shaded Unshaded HTM Shaded Unshaded Load 10 1 NFRC 0.42, 0.87 B -L No N 6.0ft. 2.0ft. 31.8 0.0 31.8 17 17 546 Btuh 11 1 NFRC 0.42, 0.87 B -L No N 6.0ft. 2.0ft. 18.5 0.0 18.5 17 17 318 Btuh 12 1 NFRC 0.42, 0.87 B -L No N 6.0ft. 2.0ft. 19.5 0.0 19.5 17 17 335 Btuh 13 1 NFRC 0.42, 0.87 B -L No N 6.0ft. 2.0ft. 6.5 0.0 6.5 17 17 112 Btuh 14 1 NFRC 0.42, 0.87 B -L No E 6.0ft. 2.0ft. 84.0 35.8 482 17 39 2495 Btuh 15 1 NFRC 0.42, 0.87 B -L No S 6.0ft. 2.0ft. 11.6 11.6 0.0 17 19 199 Btuh 16 1 NFRC 0.42, 0.87 B -L No S 6.0ft. 2.0ft. 88.7 88.7 0.0 17 19 1524 Btuh 17 1 NFRC 0.42, 0.87 B -L No S 6.Oft. 2.0ft. 14.6 14.6 0.0 17 19 251 Btuh Window Total 275 (sqft) 5780 Btuh Walls Type U -Value R -Value Area(sqft) HTM Load Cav/Sheath 5 Concrete BIk,Hollow- Ext 0.15 4.1/0.0 793.7 2.2 1777 Btuh 6 Concrete BIk,Hollow - Ext 0.15 4.1/0.0 192.0 2.2 430 Btuh 7 Concrete BIk,Hollow - Ext 0.15 4.1/0.0 755.2 2.2 1691 Btuh 8 Concrete BIk,Hollow - Ext 0.15 4.1/0.0 276.0 22 618 Btuh Wall Total 2017 (sqft) 4515 Btuh Floors Type R -Value Size HTM Load 2 Interior 0.0 1500 (sqft) 0.0 0 Btuh Floor Total 1500.0 (sqft) 0 Btuh Zone Envelope Subtotal: 10295 Btuh Infiltration Type Wholehouse ACH Volume(cuft) Wall Ratio CFM= Load Natural 0.51 18000 0.47 165.3 2727 Btuh Internal Occupants Btuh/occupant Appliance Load gain 6 X 230 + 10000 11380 Btuh Sensible Envelope Load: 24401 Btuh Duct Toad Average sealed, Supply(R6.0-Attic), Retum(R6.0-Attic) (DGM of 0.095) 2319 Btuh Sensible Zone Load 26721 Btuh EnergyGauge® / USRFZB v3.1 Page 2 Manual J Summer Calculations Residential Load - Component Details (continued) Project Title: Climate:FL MIAMI_INTL AP Freshling Residence 1285 NE 95TH STREET MIAMI SHORES, FL 33138- 2/6/2014 Cooling Loads For System(s): 1 Serving Zones: 1 Sensible Envelope Load Window Excursion Sensible Duct Load (duct gain multiplier of 0.081) Sensible ventilation Zone Sensible gain Latent infiltration/ventilation gain Latent duct gain Latent occupant gain Latent other gain Total block load 34083 Btuh 0 Btuh 2763 Btuh 0 Btuh 36846 Btuh 7390 Btuh 839 Btuh 1200 Btuh 0 Btuh 46275 Btuh Cooling Loads For System(s): 2 Serving Zones: 2 Sensible Envelope Load Window Excursion Sensible Duct Load (duct gain multiplier of 0.095) Sensible ventilation Zone Sensible gain Latent infiltration/ventilation gain Latent duct gain Latent occupant gain Latent other gain Total block load 24401 Btuh 0 Btuh 2319 Btuh 0 Btuh 26721 Btuh 6518 Btuh 713 Btuh 1200 Btuh 0 Btuh 35152 Btuh EnergyGauge® / USRFZB v3.1 Page 3 Manual J Summer Calculations Residential Load - Component Details (continued) Project Title: _ Climate:FL MIAMI_INTL AP Freshling Residence 1285 NE 95TH STREET MIAMI SHORES, FL 33138- 2/6/2014 Whole House Totals for Cooling Sensible Envelope Load All Zones Sensible Duct Load Total Sensible Zone Loads Sensible ventilation Blower Total sensible gain Latent infiltration gain (for 58 gr. humidity difference) Latent ventilation gain Latent duct gain Latent occupant gain (12.0 people @ 200 Btuh per person) Latent other gain Latent total gain TOTAL GAIN 58484 Btuh 5083 Btuh 63567 Btuh 0 Btuh 0 Btuh 63567 Btuh 13908 Btuh 0 Btuh 1552 Btuh 2400 Btuh 0 Btuh 17860 Btuh 81427 Btuh 1. Central Unit 2. Central Unit Rheem #RAPM-048 RHEEM #RAPM-036 48000 Btuh 36000 Btuh *Key: Window types (Panes - Number and type of panes of glass) (SHGC - Shading coefficient of glass as SHGC numerical value) (U - Window U -Factor) (InSh - Interior shading device: none(No), Blinds(B), Draperies(D) or Roller Shades(R)) - For Blinds: Assume medium color, half closed For Draperies: Assume medum weave, half closed For Roller shades: Assume translucent, half closed (IS - Insect screen: none(N), Full(F) or Half('/z)) (Omt - compass orientation) Version 8 EnergyGaugee / USRFZB v3.1 Page 4 System Sizing Calculations - Winter Residential Load - Room by Room Component Details Project Title: Freshling Residence Building Type: User 1285 NE 95TH STREET MIAMI SHORES, FL 33138 - Reference City: Miami, FL (Defaults) Winter Temperature Difference: 20.0 F (MJ8 99%) 2/6/2014 Window Panes/Type Frame U Orientation Area(sgft) X HTM= Load 1 2 3 4 5 6 7 8 9 1, NFRC 0.42(Strnt4letal 0.87 N 6.1 17.4 1, NFRC 0.42(Strnyletal 0.87 N 17.5 17.4 1, NFRC 0.42(Strnifietal 0.87 N 149.3 17.4 1, NFRC 0.42(Strnilletal 0.87 N 199.1 17.4 1, NFRC 0.42(Strnit)letal 0.87 E 23.3 17.4 1, NFRC 0.42(Strnt)letal 0.87 S 29.6 17.4 1, NFRC 0.42(Strngetal 0.87 S 15.8 17.4 1, NFRC 0.42(Strnt)letal 0.87 S 17.9 17.4 1, NFRC 0.42(StrnI1etal 0.87 W 33.3 17.4 Window Total 492.1(sgft) 106 Btuh 304 Btuh 2598 Btuh 3465 Btuh 406 Btuh 514 Btuh 276 Btuh 312 Btuh 580 Btuh 8562 Btuh Walls 1 2 3 4 Type Ornt. Ueff. R -Value Area X HTM= (Cav/Sh) Conc BIk,Hollow - Ext (0.149) 4.1/0.0 764 2.98 Conc BIk,Hollow - Ext (0.149) 4.1/0.0 253 2.98 Conc BIk,Hollow - Ext (0.149) 4.1/0.0 1028 2.98 Conc BIk,Hollow - Ext (0.149) 4.1/0.0 243 2.98 Wall Total 2287(soft) Load 2280 Btuh 754 Btuh 3067 Btuh 724 Btuh 6826 Btuh Doors 1 Type Storm Ueff. Area X HTM= Insulated - Exterior, n (0.400) 45 8.0 Door Total 45(saft) Load 360 Btuh 360Btuh Ceilings 1 Type/Color/Surface Ueff. R -Value Area X HTM= Vented Attic/UMetal (0.032) 30.0/0.0 1960 0.6 Ceiling Total 1960(sgft) Load 1248 Btuh 1248Btuh Floors 1 Type Ueff. R -Value Size X HTM= Slab On Grade (1.180) 0.0 230.0 ft(perim.) 23.6 Floor Total 1960 soft Load 5428 Btuh 5428 Btuh Room Envelope Subtotal: 22424 Btuh Infiltration Type Wholehouse ACH Room Volume Wall Ratio CFM= Natural 0.68 23520 0.53 249.9 5496 Btuh Duct Toad Average sealed, Supply(R6.0-Attic), Retum(R6.0-Attic) (DLM of 0.097) 2713 Btuh Room #1 Sensible Room Subtotal 30633 Btuh EnergyGauge® / USRFZB v3.1 Page 1 Manual J Winter Calculations Residential Load - Component Details (continued) Project Title: Freshling Residence Building Type: User 1285 NE 95TH STREET MIAMI SHORES, FL 33138- 2/6/2014 Window Panes/Type Frame U Orientation Area(sgft) X HTM= Load 10 11 12 13 14 15 16 17 1, NFRC 0.42(Strnijletal 0.87 N 31.8 17.4 1, NFRC 0.42(Strnljletal 0.87 N 18.5 17.4 1, NFRC 0.42(Strnt fetal 0.87 N 19.5 17.4 1, NFRC 0.42(Strnt4letal 0.87 N 6.5 17.4 1, NFRC 0.42(Strntfietal 0.87 E 84.0 17.4 1, NFRC 0.42(Strnt1etal 0.87 S 11.6 17.4 1, NFRC 0.42(Strnt fetal 0.87 S 88.7 17.4 1, NFRC 0.42(Strntipetal 0.87 S 14.6 17.4 Window Total 275.1(sqft) 553 Btuh 322 Btuh 339 Btuh 113 Btuh 1462 Btuh 201 Btuh 1543 Btuh 254 Btuh 4787 Btuh Walls 5 6 7 8 Type Ornt. Ueff. R -Value Area X HTM= (Cav/Sh) Conc BIk,Hollow - Ext (0.149) 4.1/0.0 794 2.98 Conc BIk,Hollow - Ext (0.149) 4.1/0.0 192 2.98 Conc BIk,Hollow - Ext (0.149) 4.1/0.0 755 2.98 Conc BIk,Hollow - Ext (0.149) 4.1/0.0 276 2.98 Wall Total 2017(sgft) Load 2369 Btuh 573 Btuh 2254 Btuh 824 Btuh 6020 Btuh Floors 2 Type Ueff. R -Value Size X HTM= Interior (1.180) 0.0 1500.0 sqft 0.0 Floor Total 1500 sift Load 0 Btuh 0 Btuh Room Envelope Subtotal: 10807 Btuh Infiltration Type Wholehouse ACH Room Volume Wall Ratio CFM= Natural 0.68 18000 0.47 220.4 4847 Btuh Duct Toad Average sealed, Supply(R6.0-Attic), Retum(R6.0-Attic) (DLM of 0.141) 2206 Btuh Room #2 Sensible Room Subtotal 17860 Btuh Heating Loads For System(s):1 Serving Rooms: 1 Block Toad 30633 Btuh EnergyGauge® / USRFZB v3.1 Page 2 Manual J Winter Calculations Residential Load - Component Details (continued) Project Title: Freshling Residence Building Type: User 1285 NE 95TH STREET MIAMI SHORES, FL 33138- 2/6/2014 Heating Loads For System(s):2 Serving Rooms: 2 Block load 17860 Btuh Totals for Heating Subtotal Sensible Heat Loss Ventilation Sensible Heat Loss Total Heat Loss 48493 Btuh 0 Btuh 48493 Btuh 1. Electric Strip Heat 2. Electric Strip Heat 28000 Btuh 21000 Btuh Key: Window types - NFRC (Requires U -Factor and Shading coefficient(SHGC) of glass as numerical values) or - Glass as 'Clear' or Tint' (Uses U -Factor and SHGC defaults) U - (Window U -Factor) HTM - (ManualJ Heat Transfer Multiplier) Version 8 EnergyGauge®/ USRFZB v3.1 Page 3 MIAM I•DADE COUNTY miamidade.gov ATLAS PAGE: VERIFICATION FORM EXPIRES ONE YEAR FROM DATE ON FORM INV#: /57C251 /FORM #: 201442544 DATE: Water and Sewer PO Box 330316 • 3575 S. Le Jeune Road Miami, Florida 33233-0316 T 305-665-7471 4115/2014 NAME OF OWNER: :FREHLING RESIDENCE PROPERTY ADDRESS: 1285 NE 95 ST PROPOSED USAGE / .SFR PER PLANS NO. OF UNITS: REPLACES: PREVIOUS 'SFR PER PTXA & ACC #3053363218 USAGE / NO. OF UNITS: PROPERTY LEGAL: MIAMI.SHORES SEC 3 PB 10-37 LOTS 34 & 35 & E112 LOT 33 BLK 84 FOLIO NUMBER: PREVIOUS FLOW: PROPOSED FLOW: 11-3206-014-4020 GALLONS PER DAY INCREASE: • 320 _ _._320J PREVIOUS SQUARE FOOTAGE: 3,887 Q NEW CONSTRUCTION PROPOSED SQUARE FOOTAGE: 4,000 ' 0 INTERIOR RENOVATION THIS IS TO CERTIFY THAT THE MIAMI-DADE WATER AND SEWER DEPARTMENT DOES HAVE A(N) _8 INCH WATER MAIN ABUTTING THE SUBJECT LEGALLY DESCRIBED PROPERTY. WE ARE WILLING TO SERVE THE SUBJECT PROPERTY, (OR, IF "WILL HAVE", UPON PROPER CONVEYANCE AND PLACEMENT INTO SERVICE OF WATER FACILITIES BY THE DEVELOPER UNDER AGREEMENT WITH THE DEPARTMENT, (AGREEMENT ID # WA) SUBJECT TO PROHIBITIONS OR RESTRICTIONS OF GOVERNMENTAL AGENCIES HAVING JURISDICTION OVER MATTERS OF WATER SUPPLY OR WITHDRAWAL. BY: Richard Robinson - New Business Representative SIGNATURE OF REPRESENTATIVE AUTHORIZED BY NEW BUSINESS COMMENTS: VF $60.00- "MUST CONNECT TO 8" W.M. ON 95 ST ALLOW 8-10 WEEKS FOR INSTALLATION •` PLANS REVIEW COMMENTS: CRITERIA E 1 THIS IS TO CERTIFY THAT THE MIAMI-DADE WATER AND SEWER DEPARTMENT DOES NOT HAVE A(N) = _ INCH GRAVITY SEWER MAIN ABUTTING THE SUBJECT LEGALLY DESCRIBED PROPERTY. WE ARE WILLING TO SERVE THE SUBJECT PROPERTY, (OR, IF "WILL HAVE", UPON PROPER CONVEYANCE AND PLACEMENT INTO SERVICE OF SEWER SEWER FACILITIES BY THE DEVELOPER UNDER AGREEMENT WITH THE DEPARTMENT, (AGREEMENT ID # N/A ). SUBJECT TO PROHIBITIONS OR RESTRICTIONS OF GOVERNMENTAL AGENCIES HAVING JURISDICTION OVER MATTERS OF SEWAGE DISPOSAL. FURTHERMORE, APPROVAL OF ALL SEWAGE FLOWS INTO THE DEPARTMENTS SYSTEM MUST BE OBTAINED FROM D.E.R.M. THE ANTICIPATED DAILY WATER AND/OR SEWAGE FLOW FOR THIS PROJECT WILL BE: NO GALLONS [0) GALLONS PER DAY INCREASE. NEW BUSINESS COMMENTS: PLANS REVIEW COMMENTS: Richard Robinson - New Business Representative AUTHORIZED BY 'SEWER NO ALLOCATION LETTER DATED:4/1012014 #2014-0328-1315-5814 CONTACT NAME: SUSAN WOLKENFELD CONTACT PHONE: (3053 527-6282 AUTHORIZED BY: Printed On: 4/15/2014 9:12:07 AM Y( '/r‘/ NB: Rich rd Robinson PR: M I A M I•DADE COUNTY VERIFICATION FORM EXPIRES ONE YEAR FROM DATE ON FORM Water and Sewer PO Box 330316.3575 S. Le jeune Road Miami, Florida 33233-0316 T 305-665-7471 miamidade.gov ATLAS PAGE: D-8 INV#: /5,7' FORM #: _ 201442544 DATE: 4/15/2014 NAME OF OWNER: PROPERTY ADDRESS: PROPOSED USAGE NO. OF UNITS: REPLACES: PREVIOUS USAGE / NO. OF UNITS: PROPERTY LEGAL: 1FREHLING RESIDENCE 1285 NE 95 ST _ 1SFR PER PLANS ;SFR PER PTXA & ACC #3053363218 EMIAMI SHORES SEC 3 PB 10-37 LOTS 34 & 35 & E1/2 LOT 33 BLK 84 FOLIO NUMBER: j 11-3206-014-4020 PREVIOUS FLOW: PROPOSED FLOW: GALLONS PER DAY INCREASE: 0 320 PREVIOUS SQUARE FOOTAGE:_ 3,887 © NEW CONSTRUCTION 3201 PROPOSED SQUARE FOOTAGE: L 4,000 ❑ INTERIOR RENOVATION THIS IS TO CERTIFY THAT THE MIAMI-DADE WATER AND SEWER DEPARTMENT DOES HAVE A(N) 8_ INCH WATER MAIN ABUTTING THE SUBJECT LEGALLY DESCRIBED PROPERTY. WE ARE WILLING TO SERVE THE SUBJECT PROPERTY, (OR, IF "WILL HAVE", UPON PROPER CONVEYANCE AND PLACEMENT INTO SERVICE OF WATER FACILITIES BY THE DEVELOPER UNDER AGREEMENT WITH THE DEPARTMENT, (AGREEMENT ID # N/A) SUBJECT TO PROHIBITIONS OR RESTRICTIONS OF GOVERNMENTAL AGENCIES HAVING JURISDICTION OVER MATTERS OF WATER SUPPLY OR WITHDRAWAL. BY: Richard Robinson - New Business Representative SIGNATURE OF REPRESENTATIVE AUTHORIZED BY NEW BUSINESS COMMENTS: PLANS REVIEW COMMENTS: CRITERIA: EA f VF $60.00- **MUST CONNECT TO 8" W.M. ON 95 ST ALLOW 8-10 WEEKS FOR (INSTALLATION -- a J THIS IS TO CERTIFY THAT THE MIAMI-DADE WATER AND SEWER DEPARTMENT DOES NOT HAVE A(N) _—_ INCH GRAVITY SEWER MAIN ABUTTING THE SUBJECT LEGALLY DESCRIBED PROPERTY. WE ARE WILLING TO SERVE THE SUBJECT PROPERTY, (OR, IF "WILL HAVE", UPON PROPER CONVEYANCE AND PLACEMENT INTO SERVICE OF SEWER SEWER FACILITIES BY THE DEVELOPER UNDER AGREEMENT WITH THE DEPARTMENT, (AGREEMENT ID # N/A ). SUBJECT TO PROHIBITIONS OR RESTRICTIONS OF GOVERNMENTAL AGENCIES HAVING JURISDICTION OVER MATTERS OF SEWAGE DISPOSAL. FURTHERMORE, APPROVAL OF ALL SEWAGE FLOWS INTO THE DEPARTMENTS SYSTEM MUST BE OBTAINED FROM D.E.R.M. THE ANTICIPATED DAILY WATER AND/OR SEWAGE FLOW FOR THIS PROJECT WILL BE: NO GALLONS [0] GALLONS PER DAY INCREASE. NEW BUSINESS COMMENTS: PLANS REVIEW COMMENTS: Richard Robinson - New Business Representative AUTHORIZED BY !SEWER NO ALLOCATION LETTER DATED:4/10/2014 #2014-0328-1315-5814 J CONTACT NAME: SUSAN WOLKENFELD CONTACT PHONE: j305) 527-6282 AUTHORIZED BY: Printed On: 4/1512014 9:12:07 AM (f/1//y NB: Richard Robinson PR: Miami -Dade Water and Sewer Department New Business Office P.O. Box 330316 Miami, Florida 33233-0316 3575 South Le. leune Road, Room 114 Miscellaneous Charges INVOICE #: ! 154741 DATE: April 16. 2014 CUSTID: L 59256 PeopleSoft Acct •6630964168 Building Process #: X • IN ACCOUNT WITH SPEEDY PERMIT EXPEDITERS INC 17635 NE 8TH CT Miami, FL 33162- - REFERENCE !COLLECTED VF FEE FOR ADDRESS 1285 NE 95 ST ,FOR SFR , VF 201442544,FOLIO 1132060144020 — DESCRIPTION ER WATER: rj- ••• ER SEWER: AGMT ID: QTY GPD _ . _ • • • DESCRIPTION 1 I Verif Form- res (R -A) (Sewer) 1 1Verif Fenn.: res (R -A) (Water) MIAM1-0 AD E WATER AND SrEWER DEPARTMENT k 1.) L APR 1 6 2014 r _ • - • - •- •_ Miami -Dade County- PERA 51 G/1_ GODE CISADJ -L_ 6436663-EW501; •UNIT ; AMOUNT OiRlcE 30.00. 30.011' 6436663-EW1011_ 30.00 TOTAL: WATER DEPOSITS: SEWER DEPOSITS: INVOICE NO. 154741 TOTAL: 30.00; $60.00 Original Invoice 154741 Printed On 4/16/2014 By: Armando Rodriguez Distribution: White -Customer, Yellow -General Office, Pink -Local Office, Gold -New Business $0.00 $0.00 $60.00 ENHEIM RESPONSE TO MIAMI SHORES COMMENTS Project: Frehling Residence Project No: 1317 Date: June 17, 2014 BULIDING CRITIQUE REVIEW 1. Zoning approval required. a. Noted. 2. Health department and Miami Dade Water and Sewer approval required. a. Noted. 3. Owner builder permit. Owner meeting with building official is required. Must provide liability and workers compensation insurance. a. Noted. 4. Provide original signed and seal survey by State of Florida license surveyor. a. Original signed and sealed survey is attached. 5. Provide erosion and sedimentation plan. a. Erosion and sedimentation plan is attached. 6. Sheet A-0.03 flood criteria (f). Based on the information provided on the plans the lowest finish floor elevation should be 9.333 (bottom of elevator pit) a. As noted on the plans, the Base Flood Elevation (BFE) is 9' NGVD. As shown on A-3.02, the bottom of the elevator pit is at 9'-4" NGVD, 4" above the BFE. Please note that the first level finish floor is at 10' NGVD, 1' above the BFE. 7. Do not delegate the wood backing nor do the flood vents to the contractor please provide detail and specifications for both the wood backing and flood vents. a. The basis of design for flood vents, as has been revised on the drawings, is the Smart Vent model number 1540-510 in white, which are to be installed per the manufacturer's instructions. Please note that the note directing coordination of wood blocking is in regard to additional wood blocking within the interior walls. This is for the hanging of the Owner's artwork and other wall -hung items per the Owner's direction. This note is not in regard to any blocking necessary for structural reasons related to the building. 8. Provide detail and specifications for the roof drains and overflows, including the open terrace. a. Details for the roof drains and overflows are located on A-5.01 and A-5.02. Please refer to 4/A-5.01 and the Second Floor Plan for the revised condition at the terrace. 9. Sheet A-0.04. Item 19, Built in gutter system. Show how the gutter system is going to drain and provide overflow details. a. Please refer to 9/A-5.01 for a detail of the internal gutter system. Also, please refer to P- 1.1 and P-1.2 for additional drainage information. 10. Provide safeguard at window opening 204.1 as required under section R4410.2.4.1 a. A safeguard is now provided at Window 204.1. The drawings have been revised to call for a Window Restrictor from PGT for Window 204.1 that will limit the window opening to a maximum of 4". 11. Sheet S.0.00 Foundation notes the soils report provided was made by Dynatech Engineering. a. The Soil Report from Dynatech Engineering is attached. 12. Sheet S6.00 have detail for the through beam penetrations of pipes. Please provide details for the roof drains and overflows. a. Please refer to the opening details on S6.00. These details are applicable to all openings through beams. 13. Provide special inspector forms for piling, soil compaction and reinforce masonry. a. Noted. ELECTRICAL REVIEWER COMMENTS 1. Need permit application. a. Noted. T +1 305 576 8404 WWW.OPPENARCHITECTURE.COM F +1 305 576 8433 245 NE 37TH ST MIAMI FL 33137 USA PLUMBING REVIEWER COMMENTS 1. Need plumbing application provide health dept. approval for septic system a. Noted. PLANNING CRITIQUE 1. Chain Zink fences are not permitted in the front yard except as construction fence during construction. Please clarify. a. The drawings have been revised to show that chain Zink fences are not permanently placed in the front yard. • 2. Generator can not be located in front yard, within 10 ft. side yard setback or 5 ft. rear yard setback. a. The drawings have been revised, so that the generator is placed, as necessary, beyond the required setbacks. 3. Circular driveway can not exceed 12 ft. width. a. The drawings have been revised, so the driveway does not exceed the maximum 12 ft. width. 4. No Drainage Plan submitted. a. The Drainage Plan is attached. 5. Following construction, applicant to provide an architect or engineer's report to certify to the Building Official that the site provides storm drainage that detains the first one inch in natural or filtered structural facilities prior to the final inspection by the Building Official. The applicant is responsible for any site modifications that are or may become necessary to provide storm drainage that detains the first one inch in natural or filtered structural facilities and shall make site modifications as necessary to prevent runoff into neighbouring properties. a. Noted. OPPENHEIM 777 ItrIlirr.-_,--aarau..--avIM wig_ ,_,;,tsgseaasnf*E*NgjLnAtt,Etwepij!ni__lrj, DYNATECH ENGINEERING CORP. Geotechnical, Environmental, Testing Labs. 750 W. 84 STREET PHONE: (305) 828-7499 HIALEAH, FL 33014 FAX: (305) 828-9598 11E0TECHNICAL ENVIRONMENTAL HYDROGEOLOGY ASBESTOS ;JIM WIW,NIIIKY..""WM DYNATECH ENGINEERING CORP. Miami, August 13, 2013 Mr. Kevin McMorris OPPENHEIM ARCHITECTURE+DESIGN 245 North East 37th Street, Suite 102 Miami, FL 33137 Re: Proposed Residence @ 1285 North East 95th Street Miami Shores, FL Dear Mr. McMorris: MATERIAL TESTING DRIWNG SERVICES INSPECTION SERVICES ROOF TESTING Pursuant to your request, DYNATECH ENGINEERING CORP. (DEC) completed a Subsoil Investigation on August 13, 2013, at the above referenced project. The purpose of our investigation was to help determine subsoil conditions relative to foundation design of the proposed structure. A total of (4) standard penetration boring tests were performed according to ASTM -D 1586 down to an average depth of 30' below existing ground surface at the locations shown on the attached sketch. The following graph was developed as a general condition below existing ground surface at the time of drilling for the subject site: (refer to field boring logs for exact locations and soil conditions): Average Depth 0 Minted co RatoPOISd From 0'-0" 0'-6" 1'-0" 6'-0" 7'-0" 8'-6" 10'-0" 11'-0" 13'-0" 17'-0" To 0'-6" 1'-0" 6'-0" 7'-0" 8'-6" 10'-0" 11'-0" 13'-0" 17'-0" 30'-0" Description Topsoil and grass Dark brown medium sand with organic stain Light tan medium sand with rock fragments Gray medium sand Gray sandy silt Peat Brown silty sand with peat traces Tan sandy limerock Tan very sandy limerock Tan sandy limerock Groundwater table was measured immediately at the completion of each boring and was found at an average depti of 4'-6" below existing ground surface at the time of drilling. Existing ground efface elevation was not provided to us at the time of drilling. Design engineers must verify existing ground elevations as well as FEMA Flood and County highest and lowest groundwater elevation for their design. Fluctuation in water level is anticipatedue to seasonal variations and run off as well as varying ground elevations construction dewatering and pumping activitie in the area. Site contractor must familiarize himself with site conditions in the event groundwater controls and dewatering is needed. Surface flooding may result under hurricane conditions and should be taken into consideration in the design of the project. The contractor shall make sure that groundwater levels on adjacent properties are not affected due to the contractors dewaterig activities. Specialty groundwaterand water proofing contractors shall be consulted for all work below the groundwater level. 750 West 84 Street, Hialeah, FL 33014-3618 • Phone: (305) 828-7499 • Fax: (305) 828-9598 E -Mail: Dynatedh@bellsouth.net 1� 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Page No. 2 1285 North East 95th Street, Miami Shores, FL Based on our understanding of the proposed structure and our field boring logs; it is evident that deep foundation systems are needed to support the proposed structures and slabs without detrimental settlement. Based on the Florida Building Code FBC 2010 Table 1824; deep foundation systems shall consist of one of the following alternatives: Alternatives Pile Foundation Approximate Pile Depth B.E.L.S. Size Pile Capacity in Tons Compression Pile Capacity in Tons Tension Allowable Lateral Capacity in Tons Pin Piles / push piers 22' or Refusal 4 Inches 5 Tons 1 Ton N/A Helical Piles 22' or Refusal 3 Inches 12 Tons 6 Tons N/A Auger Cast Piles 22' BELS 12 Inches 25 Tons 12 Tons 1 Ton Auger Cast Piles 22' BELS 14 Inches 35 Tons 17 Tons 2 Tons Precast Concrete Piles 22' BELS 10" x 10" 17 Tons 5 Tons 1 Ton Precast Concrete Piles 22' BELS 12" x 12" 25 Tons 7 Tons 1 Ton Precast Concrete Piles 22' BELS 14" x 14" 35 Tons 10 Tons 2 Tons B.E.L.S.: Below Existing Land Surface Estimated Lateral Load for a pile Top Deflection of 'A inch. The proposed pile length is based on the existing ground elevation at the time of drilling. Pile length may vary depending on proposed grade beam - elevation and soil profile. Helical pile bearing capacity is dependent upon helix numbers, size, and spacing. The foundation contractor will be able to provide the most cost effective combination of helix designs. The above depth are the minimum depth required to achieve design capacities. Predrilling might be required to achieve design depths. Lateral load capacities may be increased using battered piles. Batter angles can be used for the pile installation of up to 4 inches per foot (Horizontal, Vertical). In case of existing structures in the vicinity of the pile driving operation, care shall be taken not to create excessive vibration. Vibration levels shall be monitored to verify compliance with county regulations. Steps must be taken by the contractor to prevent excessive vibrations in the event excessive vibrations are experienced during construction, alternative driving methods shall be implemented (ie: predrilling, jetting, hydraulic push, etc...). The minimum center to center of piles or adjacent foundations shall be not less than twice the average diameter for round piles or 1-3/4 times the diagonal dimensions of rectangular piles, but in no case less than 30 inches. The grout used in the pile installation shall develop a minimum compressive strength of 4000 PSI at 28 days. Large grout volumes, possibly twice (or more) of the theoretical pile volume, are expected for proper auger cast pile installation due to subsoil conditions. More so where former structures have been demolished and former piles removed causing additional underground cavities. All piles shall be designed by a professional engineer and shall be placed under supervision of our Geotechnical Engineer to verify compliance with our recommendations. All work shall be performed in accordance with the applicable building code. 2 Page No. 3 1285 North East 95th Street, Miami Shores, FL The following soil parameters shall be used for retaining wall designs: Soil unit weight moist: 110 pcf. Buoyant: 60 Pcf. Angle of internal friction: 30° Earth pressure coefficient Ka: 0.33; Kp: 3.0 Angle of wall friction: 30° for steel piles, 20° for concrete or brick walls; 15° uncoated steel. Any underground structures such as grease traps; septic systems, etc... must be supported on pile foundations, unless the deleterious material (ie: silt, muck, peat, etc...) is excavated in its entirely and replaced with compacted washed gravel such as pea rock or # 57 stone. Fasten utility lines to underside of structural slabs to avoid settlements. Excavations shall not extend within 1 foot of the angle of repose next to existing footings or structures, unless underpinned. All excavation shoring must be designed and inspected by a Florida licensed professional engineer. All trenching work shall be in compliance with Florida Building Code, OSHA, and Trench Safety Act. Provisions shall be made by the architect, engineer of record and contractor to address vibration / dynamic loading; differential settlements when tying in new to existing structures. Mixing of different foundations shall not be used unless provided with expansion joints to address differential settlements and vibration transfer. Also note that as a common engineering practice for existing and new construction; outside ground surfaces must be sloped away from the structure as to avoid water accumulation and ponding. Rain gutters shall be installed and all rain water shall be discharged over splash guards a minimum of 5 feet away from building foundations. Verify all water, sewer, plumbing, sprinkler and drainage lines are properly functioning with no leaks in the vicinity of the foundations. An arborist must be consulted prior to any land clearing to verify compliance with local codes. Detailed settlement analysis was beyond the scope of this report. However, we have compared the field test data obtained in this exploration with our experience with structures similar to those proposed for this report. The estimated magnitude of these settlements is 1 to 2 inches. Due to the granular nature of the subsurface materials, the foundation settlements should occur as the loads are applied and should be virtually negligible by the end of the building shell completion. If dynamic loading is proposed (ie: parking garage, etc...) this condition MUST be brought to our attention to re-evaluate the applicability of our recommendations. 3 Page No. 4 1285 North East 95th Street, Miami Shores, FL. The boring log (s) attached present (s) a detailed description of the soils encountered at test location (s). The soil stratification shown on the boring log (s) is based on the examination of the recovered soil samples and interpretation of the driller's field log (s). It indicates only the approximate boundaries between soil types. The actual transitions between adjacent soil types may be gradual. Regardless of the thoroughness of a geotechnical exploration there is always the possibility that conditions may be different from those of the test locations; therefore, DYNATECH ENGINEERING CORP. does not guarantee any subsoil conditions between the bore test holes. In accepting and using this report the client understands that all data from the borings are strictly for foundation analysis only and are not to be used for excavation or back filling estimates and pricing. Owner and site contractor must familiarize himself with site conditions prior to bidding. For Environmental due diligence; a Phase I and/or Phase II Environmental Site Assessments is recommended. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. All work must be conducted under the supervision of our geotechnical engineer. The discovery of any site or subsurface conditions during construction which deviate from the information obtained from our subsoil investigation is always likely and should be reported to us for our evaluation. All work shall be conducted in compliance with the Florida Building Code FBC and OSHA workers protection rules and all applicable Federal, State, County and City rules and regulations. It has been a pleasure working with you and look forward to do so in the near future. Please feel free to contact us if we may be of further service to you. Sincerely yours, t'4 • Wiss• ' Naamani, P.E. DYNATECH-ENGINEERING CORP. Florida Reg. No. 39584: Special Inspector No. 757 _ Certificate of Authorization No.: CA 5491 4 PLOP® m. Y xx _® 0 1•.� 9P, R lav TEST BORING REPORT 1TDYNATECH 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 CLIENT PROJECT ADDRESS LOCATION TEST BORING REPORT : OPPENHEIM ARCHITECTURE+DESIGN : Proposed Residence @ : 1285 North East 95th Street, Miami Shores, FL. See attached plan ENGINEERING CORP. 750 WEST 84TH STREET HIALEAH, FL 33014 (305) 828-7499 DATE: 8-13-13 HOLE NO.: B-1 DRILLER: AS DEPTH LATITUDE LONGITUDE DESCRIPTION OF MATERIALS SAMPLE NO. HAMMER BLOWS ON SAMPLER "N" 1 2 Hand H 2 3 O'-0" to 0'-6" TOPSOIL AND GRASS 4 Hand H 4 50'-6" to 1'-0" DARK BROWN MEDIUM SAND 6 4 4 4 4 8 6 7 W/ORGANIC STAIN 8 4 3 4 8 1 1 9 1'-0" to 6'-0" LIGHT TAN MEDIUM SAND W/ROCK 10 1 1 2 10 FRAGMENTS 1 1 11 12 2 2 7 12 6'-0" to 7'-0" GRAY MEDIUM SAND 5 9 13 14 8 8 15 14 7'-0" to 8'-6" GRAY SANDY SILT 7 6 15 16 6 8 15 168'-6" to 10'-0" PEAT 7 7 17 18 18 10'-0" to 11'-0" BROWN SILTY SAND W/PEAT TRACES 19 20 20 21 11'-0" to 13'-0" TAN SANDY LIMEROCK 22 17 14 29 22 15 15 23 13'-0" to 17'-0" TAN VERY SANDY LIMEROCK 24 24 25 17'-0" to 30'-0" TAN SANDY LIMEROCK 26 26 27 28 28 29 30 12 13 25 30 12 10 31 32 32 33 M 34 35 36 36 37 38 38 Water Level: 4'-6" Below Surface As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of diets; and authorization for publication of statement conclusions or extracts from or regarding our reports is reserved penditg on our written approval. H..: HAND AUGER; A: HOLLOW STEM AUGER R: REFUSAL 5 i VDYNATECH 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 TEST BORING REPORT CLIENT : OPPENHEIM ARCHITECTURE+DESIGN PROJECT : Proposed Residence @ ADDRESS : 1285 North East 95th Street, Miami Shores, FL. LOCATION : See attached plan ENGINEERING CORP. 750 WEST 84TH STREET HIALEAH, FL 33014 (305) 828-7499 DATE: 8-13-13 HOLE NO.: B-2 DRILLER: AS DEPTH LATITUDE LONGITUDE DESCRIPTION OF MATERIALS SAMPLE NO. .,, HAMMER BLOWS ON SAMPLER "N" ..�.�� 1 2 Hand H 2 3 O'-0" to 0'-6" TOPSOIL AND GRASS 4 Hand H 4 50'-6" to 1'-0" BROWN FINE SAND 6 4 4 3 3 7 6 1'-0" to 6'-0" LIGHT TAN MEDIUM SAND W/ROCK 8 3 2 4 8 9 FRAGMENTS 10 1 1 2 10 1 1 11 6'-0" to 8'-0" GRAY SANDY SILT 12 2 3 8 12 5 6 13 8'-0" to 10'-0" PEAT 14 9 8 16 14 8 8 15 10'-0" to 11'-0" BROWN SILTY SAND 16 6 5 11 16 6 9 17 18 18 11'-0" to 14'-0" TAN SANDY LIMEROCK 19 20 14'-0" to 17'-0" TAN VERY SANDY LIMEROCK 20 21 22 14 13 28 22 17'-0" to 30'-0" TAN SANDY LIMEROCK 15 14 23 24 24 25 26 26 27 28 28 29 30 15 13 27 30 14 15 31 32 32 33 34 34 35 36 36 37 38 38 Water Level: 4'-6" Below Surface As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of chest and authorization for publication of statement conclusions or extracts from or regarding our reports is reserved penditg on our written approval. H..: HAND AUGER; A: HOLLOW STEM AUGER; R: REFUSAL 6 1111DYNATECH 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 CLIENT PROJECT ADDRESS LOCATION TEST BORING REPORT OPPENHEIM ARCHITECTURE+DESIGN Proposed Residence @ 1285 North East 95th Street, Miami Shores, FL. See attached plan ENGINEERING CORP. 750 WEST 84TH STREET HIALEAH, FL 33014 (305) 828-7499 DATE: 8-13-13 HOLE NO.: B-3 DRILLER: AS LATITUDE DEPTH DESCRIPTION OF MATERIALS LONGITUDE SAMPLE NO. HAMMER BLOWS ON SAMPLER "N" 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 0'-0" to 0'-6" 0'-6" to 1'-0" 1'-0" to 1'-6" 1'-6" to 6'-0" 6'-0" to 7'-0" TOPSOIL AND GRASS DARK BROWN MEDIUM SAND W/ORGANIC STAIN TAN MEDIUM SAND BROWN MEDIUM SAND W/ROCK FRAGMENTS GRAY SANDY SILT 7'-0" to 10'-0" PEAT 10'-0" to 11'-0" BROWN SILTY SAND 11'-0" to 14'-0" TAN SANDY LIMEROCK 14'-0" to 17'-0" TAN VERY SANDY LIMEROCK 17'-0" to 30'-0" TAN SANDY LIMEROCK 2 Hand H 4 Hand H 6 4 3 3 3 6 8 3 2 1 1 3 10 2 12 2 2 4 9 6 14 8 7 9 8 16 16 7 8 9 8 17 18 20 22 14 16 14 15 30 24 26 28 30 17 13 14 15 27 32 34 36 38 Water Level: 4'-6" Below Surface As a mutual protection to clients, the public and ourselves, all reports are submitted es the confidential property of client and authorization for publication of statement conclusions or extracts from or regarding our reports is reserved pending on our written approval. H..: HAND AUGER; A: HOLLOW STEM AUGER; R: REFUSAL 7 ITDYNATECH 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 CLIENT PROJECT ADDRESS LOCATION TEST BORING REPORT : OPPENHEIM ARCHITECTURE+DESIGN : Proposed Residence @ : 1285 North East 95th Street, Miami Shores, FL. See attached plan ENGINEERING CORP. 750 WEST 84TH STREET HIALEAH, FL 33014 (305) 828-7499 DATE: 8-13-13 HOLE NO.: B-4 DRILLER: AS DEPTH LATITUDE LONGITUDE DESCRIPTION OF MATERIALS S I' LE NO. I 1 R BLOWS ON SAMPLER "N" 1 2 Hand H 2 3 0'-0" to 0'-6" TOPSOIL AND GRASS 4 Hand H 4 0'-6" to 1'-0" DARK BROWN MEDIUM SAND 6 4 3 4 4 7 6 1'-0" to 6'-6" LIGHT MEDIUM SAND W/ROCK 8 1 1 3 8 9 FRAGMENTS 10 1 1 2 10 1 1 11 6'-6" to 7'-6" GRAY SANDY SILT 12 2 2 8 12 6 9 13 7'-6" to 10'-0" PEAT 14 8 8 17 14 9 12 15 16 99 66 14 10'-0" to 11'-0" BROWN SILTY SAND 16 1711'-0" 18 18 to 30'-0" TAN SANDY LIMEROCK 19 20 20 21 22 15 14 26 22 12 13 23 24 24 25 26 26 27 28 28 29 30 30 16 15 19 18 34 31 32 32 33 34 34 35 36 36 37 38 38 Water Level: 4'-6" Below Surface As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of cliee and authorization for publication of statement conclusions or extracts from or regarding our reports is reserved penditg on our written approval. H..: HAND AUGER; A: HOLLOW STEM AUGER; R: REFUSAL 8 PERCOLATION TEST ¶OTECHNICAL VIRONMENTAL HYDROGEOLOGY ASBESTOS Miami, August 13, 2013 • it=rv��...��``�yy� DYNATECH ENGINEERING CORP. Mr. Kevin McMorris OPPENHEIM ARCHITECTURE + DESIGN 245 North East 37th Street, Suite 102 Miami, FL 33137 Re: Proposed Residence @ 1285 N.E. 95th Street Miami Shores, FL 33138 Dear Mr. McMorris: MATERIAL TESTING DRILLING SERVICES INSPECTION SERVICES ROOF TESTING Pursuant to your request, DYNATECH ENGINEERING CORP. (DEC) completed a Percolation Test on August 13, 2013 at the above referenced project. The purpose of our investigation was to help determine the hydraulic conductivity for drainage design. The above hydraulic conductivity represents an ultimate value. The designer should decide on the required safety factor. This value is based on the existing soils at the location of the test. In the event the test location is changed or the soil removed and replaced; the test will need to be re-evaluated. Groundwater table was measured immediately at the completion of each boring and was found at approximately an average depth of 4'-6" below existing ground surface at the time of drilling. Existing ground surface elevation was not provided to us at the time of drilling. Design engineers must verify existing ground elevations as well as FEMA Flood and County highest and lowest groundwater elevation for their design. Fluctuation in water level is anticipated due to seasonal variations and run off as well as varying ground elevations construction dewatering and pumping activities in the area. Site contractor must familiarize himself with site conditions in the event groundwater controls and dewatering is needed. Surface flooding may result under hurricane conditions and should be taken into consideration in the design of the project. The contractor shall make sure that groundwater levels on adjacent properties are not affected due to the contractors dewatering activities. Specialty groundwater and water proofmg contractors shall be consulted for all work below the groundwater level. In case of existing structures, existing footings new foundations and proposed drainage lines, provisions shall be made by the structural engineer, the civil engineer, and site contractor to protect all footings from future erosion, undermining and exposure. The geotechnical engineer shall be notified of these conditions to evaluate the applicability of his recommendations. I0 ramaw RowdadPaa 750 West 84 Street, Hialeah, FL 33014-3618 • Phone: (305) 828-7499 © Fax: (305) 828-9598 E -Mail: Dynatech@bellsouth.net 1 1! 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Page No. 2 1285 N.E. 95th Street, Miami Shores, FL The boring log (s) attached present (s) a detailed description of the soils encountered at test location (s). The soil stratification shown on the boring log (s) is based on the examination of the recovered soil samples and interpretation of the driller's field log (s). It indicates only the approximate boundaries between soil types. The actual transitions between adjacent soil types may be gradual. Regardless of the thoroughness of a geotechnical exploration there is always the possibility that conditions may be different from those of the test locations; therefore, DYNATECH ENGINEERING CORP. does not guarantee any subsoil conditions between the bore test holes. In accepting and using this report the client understands that all data from the borings are strictly for drainage analysis only and are not to be used for excavation or back filling estimates and pricing. Owner and site contractor must familiarize himself with site conditions prior to bidding. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. All work must be conducted under the supervision of our geotechnical engineer. The discovery of any site or subsurface conditions during construction which deviate from the information obtained from our subsoil investigation is always likely and should be reported to us for our evaluation. All work shall be conducted in compliance with the Florida Building Code FBC and OSHA workers protection rules and all applicable Federal, State, County and City rules and regulations. Enclosed find copies of the percolation test results. It has been a pleasure working with you and look forward to do so in the near future. Sincerely yours, Wissam N ani, R.E. DYNATECH ENGINEERING CORP. Florida Reg. No. 39584 Special Inspector No. 757 Certificate of Authorization No.: CA 5491 Vrk • STATE OF ItYNATECH 11 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 DATE CLIENT PROJECT PROJECT LOCATION LOCATION OF TEST DIAMETER OF HOLE TEST NO. ENGINEERING CORP. 750 WEST 84TH STREET HIALEAH, FLORIDA 33014 (305) 828-7499 PERCOLATION TEST ACCORDING TO S.F.W.M.D. D.O.T. STANDARD TEST : August 13, 2013 : OPPENHEIM ARCHITECTURE + DESIGN : Proposed Residence @ : 1285 N.E. 95th Street, Miami Shores, FL. : SAS . 7" : P-1 TEST DEPTH (feet) AVERAGE FLOW (GPM) AVERAGE K (CFS/Sq. Ft -Ft Head) 0-10 0-15 N/A 12 -4 N/A 5.50x10 * The above hydraulic conductivity represents an ultimate value. The designer should decide on the required safety factor. This value is based on the existing soils at the location of the test. Water Table 4'-6" Below existing ground surface. SUBSURFACE INVESTIGATION Depth Below Ground Surface 0'-0" to 0'-6" 0'-6" to 1'-0" 1'-0" to 1'-6" 1'-6" to 6'-0" 6'-0" to 7'-0" 7'-0" to 10'-0" 10'-0" to 11'-0" 11'-0" to 14'-0" 14'-0" to 15'-0" Field Tech: A.S. Soil Description Topsoil and grass Dark brown sand with organic stain Tan medium sand Brown medium sand with rock fragments (gravel rock) Gray sandy silt Peat Brown silty sand Tan sandy limerock Tan very sandy limerock I spectfully, submitt ��Q11 p B lihi,,e® �`fd9 �/� rssa aanianj,`P°z DYNATEGHINGI'N Florida Regoa39584 RING CORP: Certificate of Aubborizatio%` No :,SCA 5491 * As a mutual protection to the clients, the public and ourselves, all reports are submitted as the confidential propertpOliens, and authorization for publication of statement conclusions or extracts from or regarding our reports is reserved pending on our written apadyal. PG��` 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i Boring Test Location P-#: Percolation Test Location Af Pool N.E. 95th Street DYNATECH ENGINEERING CORP. Client: OPPENHEIM ARCHITECTURE + DESIGN Scale: N.T.S. Project: 1285 North East 95t Street, Miami Shore, Florida 33138 Folio No.: 11-3206-014-4020 Date: August 13, 2013 GENERAL NOTES Soil borings on unmarked vacant property should be considered preliminary with further borings) to be drilled after building pad(s) are staked out. Soil borings on existing structures that are to be demolished should be considered preliminary and additional borings would need to be performed after the structure(s) has been demolished and proposed nes,`, building staked out. As a mutual protection to clients, the public and ourselves, all reports are submitted -as confidential property of clients, and authorization for publication of statements, conclusions, extracts from or regarding our reports is reserved pending our written approval. Sands Silts & Clay KEY CLASSIFICATION & SYMBOLS Correlation of Penetration Resistance With Relative Density and Consistency Cone Penetration Standard. Tests penetration (Kg/cm31 Blows/ft.) 0-16 17-40 41-80 81-120 Over 120 0-3 4-9 10-17 18-31 32-60 Over 60 0-4 5-10 11-20 21-30 31-50 0-2 3-4 5-8 9-15 16-30 31-50 Soft Medium Moderate Hard Hard Very Hard telative. Density Very Loose Loose Firm Very Firm Dense Very Loose Soft Firm Stiff Very Stiff Hard Boulders Cobble Gravel Sand Silt Clay 5%-10% 10%.- 30% 30% - 50% 0%- 5% 6% - 10% 11% - 20% 21% - 35% > 35% And Particle Size > 12 in. 3 in, to 1 in. 4.76 mm to Sin. 0.07 mm to 4.67 mrn. 0.005 mm. to 0.074 mm < 0.005 mm Modifiers Slightly Silty or Clayey Silty or Clayey Very Silty or Very Clayey Slightly Trace Trace Little Some Rock Hardness Description Rock core crumbles when handled Can break with your hands. Thin edges or rock core can be broken with fingers Thin edges or rock core cannot be broken with fingers Rock core rings when struck with hammer (cherts) GEOTECHNICAL ENVIRONMENTAL HYDROGEOLOGY ASBEST9S AI%,, aLiJr :y<r11•\11I0,—i ArA a1.. 2 'A111iVaValkr rME1M1T.4....=1 l.n...on )i'G)IVV1=11=1. DYNATECH ENGINEERING CORP. Miami, August 13, 2013 Mr. Kevin McMorris OPPENHEIM ARCHITECTURE+DESIGN 245 North East 37th Street, Suite 102 Miami, FL 33137 Re: Proposed Residence @ 1285 North East 95th Street Miami Shores, FL Dear Mr. McMorris: MATERIAL TESTING DRILLING SERVICES INSPECTION SERVICES ROOF TESTING ECEI D MAR 21 2014 BY. Pursuant to your request, DYNATECH ENGINEERING CORP. (DEC) completed a Subsoil Investigation on August 13, 2013, at the above referenced project. The purpose of our investigation was to help determine subsoil conditions relative to foundation design of the proposed structure. A total of (4) standard penetration boring tests were performed according to ASTM -D 1586 down to an average depth of 30' below existing ground surface at the locations shown on the attached sketch. The following graph was developed as a general condition below existing ground surface at the time of drilling for the subject site: (refer to field boring logs for exact locations and soil conditions): Average Depth From To 0'-0" 0'-6" 0'-6" 1'-0" 1'-0" 6'-0" 6'-0" 7'-0" 7'-0" 8'-6" 8'-6" 10'-0" 10'-0" 11'-0" 11'-0" 13'-0" 13'-0" 17'-0" 17'-0" 30'-0" Description Topsoil and grass Dark brown medium sand with organic stain Light tan medium sand with rock fragments Gray medium sand Gray sandy silt Peat Brown silty sand with peat traces Tan sandy limerock Tan very sandy limerock Tan sandy limerock Groundwater table was measured immediately at the completion of each boring and was found at an average depti of 4'-6" below existing ground surface at the time of drilling. Existing ground arface elevation was not provided to us at the time of drilling. Design engineers must verify existing ground elevations as well as FEMA Flood and County highest and lowest groundwater elevation for their design. Fluctuation in water level is anticipatedue to seasonal variations and run off as well as varying ground elevations construction dewatering and pumping activitif. in the area. Site contractor must familiarize himself with site conditions in the event groundwater controls and dewatering is needed. Surface flooding may result under hurricane conditions and should be taken into consideration in the design of the project. The contractor shall make sure that groundwater levels on adjacent properties are not affected due to the contractors dewaterig activities. Specialty groundwaterand water proofing contractors shall be consulted for all work below the groundwater level. 750 West 84 Street, Hialeah, FL 33014-3618 • Phone: (305) 828-7499. Fax: (305) 828-9598 E -Mail: Dynateclh@bellsouth.net PeldadcaRaambePaps i!! iP',Il Page No. 2 1285 North East 95th Street, Miami Shores, FL Based on our understanding of the proposed structure and our field boring logs; it is evident that deep foundation systems are needed to support the proposed structures and slabs without detrimental settlement. Based on the Florida Building Code FBC 2010 Table 1824; deep foundation systems shall consist of one of the following alternatives: Alternatives Pile Foundation Approximate Pile Depth B.E.L.S. Size Pile Capacity in Tons Compression Pile Capacity in Tons Tension Allowable Lateral Capacity in Tons Pin Piles / push piers 22' or Refusal 4 Inches 5 Tons 1 Ton N/A Helical Piles 22' or Refusal 3 Inches 12 Tons 6 Tons N/A Auger Cast Piles 22' BELS 12 Inches 25 Tons 12 Tons 1 Ton Auger Cast Piles 22' BELS 14 Inches 35 Tons 17 Tons 2 Tons Precast Concrete Piles 22' BELS 10" x 10" 17 Tons 5 Tons 1 Ton Precast Concrete Piles 22' BELS 12" x 12" 25 Tons 7 Tons 1 Ton Precast Concrete Piles 22' BELS 14" x 14" 35 Tons 10 Tons 2 Tons B.E.L.S.: Below Existing Land Surface Estimated Lateral Load for a pile Top Deflection of '/4 inch. The proposed pile length is based on the existing ground elevation at the time of drilling. Pile length may vary depending on proposed grade beam - elevation and soil profile. Helical pile bearing capacity is dependent upon helix numbers, size, and spacing. The foundation contractor will be able to provide the most cost effective combination of helix designs. The above depth are the minimum depth required to achieve design capacities. Predrilling might be required to achieve design depths. Lateral load capacities may be increased using battered piles. Batter angles can be used for the pile installation of up to 4 inches per foot (Horizontal, Vertical). In case of existing structures in the vicinity of the pile driving operation, care shall be taken not to create excessive vibration. Vibration levels shall be monitored to verify compliance with county regulations. Steps must be taken by the contractor to prevent excessive vibrations in the event excessive vibrations are experienced during construction, alternative driving methods shall be implemented (ie: predrilling, jetting, hydraulic push, etc...). The minimum center to center of piles or adjacent foundations shall be not less than twice the average diameter for round piles or 1-3/4 times the diagonal dimensions of rectangular piles, but in no case less than 30 inches. The grout used in the pile installation shall develop a minimum compressive strength of 4000 PSI at 28 days. Large grout volumes, possibly twice (or more) of the theoretical pile volume, are expected for proper auger cast pile installation due to subsoil conditions. More so where former structures have been demolished and former piles removed causing additional underground cavities. All piles shall be designed by a professional engineer and shall be placed under supervision of our Geotechnical Engineer to verify compliance with our recommendations. All work shall be performed in accordance with the applicable building code. 2 Page No. 3 1285 North East 95th Street, Miami Shores, FL ` The following soil parameters shall be used for retaining wall designs: Soil unit weight moist: 110 pcf. Buoyant: 60 Pcf. Angle of internal friction: 30° Earth pressure coefficient Ka: 0.33; Kp: 3.0 Angle of wall friction: 30° for steel piles, 20° for concrete or brick walls; 15° uncoated steel. Any underground structures such as grease traps; septic systems, etc... must be supported on pile foundations, unless the deleterious material (ie: silt, muck, peat, etc...) is excavated in its entirely and replaced with compacted washed gravel such as pea rock or # 57 stone. Fasten utility lines to underside of structural slabs to avoid settlements. Excavations shall not extend within 1 foot of the angle of repose next to existing footings or structures, unless underpinned. All excavation shoring must be designed and inspected by a Florida licensed professional engineer. All trenching work shall be in compliance with Florida Building Code, OSHA, and Trench Safety Act. Provisions shall be made by the architect, engineer of record and contractor to address vibration / dynamic loading; differential settlements when tying in new to existing structures. Mixing of different foundations shall not be used unless provided with expansion joints to address differential settlements and vibration transfer. Also note that as a common engineering practice for existing and new construction; outside ground surfaces must be sloped away from the structure as to avoid water accumulation and ponding. Rain gutters shall be installed and all rain water shall be discharged over splash guards a minimum of 5 feet away from building foundations. Verify all water, sewer, plumbing, sprinkler and drainage lines are properly functioning with no leaks in the vicinity of the foundations. An arborist must be consulted prior to any land clearing to verify compliance with local codes. Detailed settlement analysis was beyond the scope of this report. However, we have compared the field test data obtained in this exploration with our experience with structures similar to those proposed for this report. The estimated magnitude of these settlements is 1 to 2 inches. Due to the granular nature of the subsurface materials, the foundation settlements should occur as the loads are applied and should be virtually negligible by the end of the building shell completion. If dynamic loading is proposed (ie: parking garage, etc...) this condition MUST be brought to our attention to re-evaluate the applicability of our recommendations. 3 Page No. 4 1285 North East 95th Street, Miami Shores, FL. The boring log (s) attached present (s) a detailed description of the soils encountered at test location (s). The soil stratification shown on the boring log (s) is based on the examination of the recovered soil samples and interpretation of the driller's field log (s). It indicates only the approximate boundaries between soil types. The actual transitions between adjacent soil types may be gradual. Regardless of the thoroughness of a geotechnical exploration there is always the possibility that conditions may be different from those of the test locations; therefore, DYNATECH ENGINEERING CORP. does not guarantee any subsoil conditions between the bore test holes. In accepting and using this report the client understands that all data from the borings are strictly for foundation analysis only and are not to be used for excavation or back filling estimates and pricing. Owner and site contractor must familiarize himself with site conditions prior to bidding. For Environmental due diligence; a Phase I and/or Phase II Environmental Site Assessments is recommended. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. All work must be conducted under the supervision of our geotechnical engineer. The discovery of any site or subsurface conditions during construction which deviate from the information obtained from our subsoil investigation is always likely and should be reported to us for our evaluation. All work shall be conducted in compliance with the Florida Building Code FBC and OSHA workers protection rules and all applicable Federal, State, County and City rules and regulations. It has been a pleasure working with you and look forward to do so in the near future. Please feel free to contact us if we may be of further service to you. Sincerely yours, Wiss tf Naamani, P.E. DYNATECH ENGINEERING CORP. Florida Reg. No. 39584 Special Inspector No. 757 Certificate of Authorization No.: CA 5491 4 TEST BORING REPORT 1 DYNATECH TEST BORING REPORT CLIENT : OPPENHEIM ARCHITECTURE+DESIGN PROJECT : Proposed Residence @ ADDRESS : 1285 North East 95th Street, Miami Shores, FL. LOCATION : See attached plan ENGINEERING CORP. 750 WEST 84T" STREET HIALEAH, FL 33014 (305) 828-7499 DATE: 8-13-13 HOLE NO.: B-1 DRILLER: AS DEPTH LATITUDE LONGITUDE DESCRIPTION OF MATERIALS SAMPLE NO. HAMMER BLOWS ON SAMPLER "N" 1 2 Hand H 2 3 0'-0" to 0'-6" TOPSOIL AND GRASS 4 Hand H 4 10'-6" to 1'-0" DARK BROWN MEDIUM SAND W/ORGANIC 6 4 4 8 STAIN 8 4 3 4 1'-0" to 6'-0" LIGHT TAN MEDIUM SAND WIROCK 1 9 10 3 2 10 FRAGMENTS 1 1 11 12 2 2 7 12 6'-0" to 7'-0" GRAY MEDIUM SAND 5 9 13 14 8 8 15 14 7'-0" to 8'-6" GRAY SANDY SILT 7 6 15 16 6 8 15 16 7 7 17 8'-6" to 10'-0" PEAT 18 18 19 10'-0" to 11'-0" BROWN SILTY SAND W/PEAT TRACES 20 20 21 11'-0" to 13'-0" TAN SANDY LIMEROCK 22 17 14 29 22 15 15 23 13'-0" to 17-0" TAN VERY SANDY LIMEROCK 24 24 25 17'-0" to 30'-0" TAN SANDY LIMEROCK 26 26 27 28 28 29 30 12 13 25 30 31 12 10 32 32 33 34 34 35 36 36 37 38 38 Water Level: 4'-6" Below Surface Asa mutual protection to clients, the public and ourselves. all reports are submitted as the confidential property of client and authorization for publication of statement conclusions or extracts from or regarding our reports is reserved pendirg on ow written approval. H..: HAND AUGER; A: HOLLOW STEM AUGER; R. REFUSAL 5 DYNATECH TEST BORING REPORT CLIENT : OPPENHEIM ARCHITECTURE+DESIGN PROJECT : Proposed Residence @ ADDRESS : 1285 North East 95th Street, Miami Shores, FL. LOCATION : See attached plan ENGINEERING CORP. 750 WEST 84TH STREET HIALEAH, FL 33014 (305) 828-7499 DATE: 8-13-13 HOLE NO.: B-2 DRILLER: AS )EPTH LATITUDE LONGITUDE DESCRIPTION OF MATERIALS SAMPLE NO. HAMMER BLOWS ON SAMPLER "N" 1 2 Hand H 2 3 0'-0" to 0'-6" TOPSOIL AND GRASS 4 Hand H 4 50'-6" to 1'-0" BROWN FINE SAND 6 4 4 7 6 3 3 1'-0" to 6'-0" LIGHT TAN MEDIUM SAND W/ROCK 8 3 2 4 8 FRAGMENTS 2 2 9 10 1 1 2 10 1 1 11 6'-0" to 8'-0" GRAY SANDY SILT 12 2 3 8 12 5 6 13 8'-0" to 10'-0" PEAT 14 9 8 16 14 8 8 15 10'-0" 11'-0" BROWN 16 to SILTY SAND 16 6 5 11 17 6 9 18 18 11'-0" to 14'-0" TAN SANDY LIMEROCK 19 20 20 14'-0" to 17'-0" TAN VERY SANDY LIMEROCK 21 22 17'-0" to 30'-0" TAN SANDY LIMEROCK 22 14 13 28 15 14 23 24 24 25 26 26 27 28 28 29 30 30 15 13 27 31 14 15 32 32 33 34 34 35 36 36 37 38 38 Water vel: 4'-i)" Below Surface As a mutual protection to clients. the public and ourselves, all reports are submitted as the confidential property of client and authorization for publication of statement conclusions or extracts from or regarding our reports is reserved pendirg on our written approval H... HAND AUGER; A HOLLOW STEM AUGER; R: REFUSAL 6 DYNATECH ENGINEERING CORP. TEST BORING REPORT CLIENT : OPPENHEIM ARCHITECTURE+DESIGN -PROJECT : Proposed Residence @ ADDRESS : 1285 North East 95th Street, Miami Shores, FL. ~LOCATION : See attached plan 750 WEST 84TH STREET HIALEAH, FL 33014 (305) 828-7499 DATE: 8-13-13 HOLE NO.: B-3 DRILLER: AS DEPTH LATITUDE LONGITUDE DESCRIPTION OF MATERIALS SAMPLE NO. HAMMER BLOWS ON SAMPLER "N" 1 2 Hand H 2 3 O'-0" to 0'-6" TOPSOIL AND GRASS 4 Hand H 4 50'-6" to 1'-0" DARK BROWN MEDIUM SAND 6 4 3 3 3 6 4 7 W/ORGANIC STAIN 8 3 2 3 8 1 1 9 1'-0" to 1'-6" TAN MEDIUM SAND 10 1 1 2 10 1 1 11 1'-6" to 6'-0" BROWN MEDIUM SAND W/ROCK 12 2 2 6 12 FRAGMENTS 4 9 13 14 8 7 16 14 6'-0" to 7'-0" GRAY SANDY SILT 9 8 15 16 7 8 17 16 7'-0" to 10'-0" PEAT 9 8 17 18 18 10'-0" to 1 l'-0" BROWN SILTY SAND 19 20 20 21 11'-0" to 14'-0" TAN SANDY LIMEROCK 22 14 16 30 22 14 15 23 14'-0" to 17'-0" TAN VERY SANDY LIMEROCK 24 24 25 17'-0" to 30'-0" TAN SANDY LIMEROCK 26 26 27 28 28 29 30 17 13 27 30 14 15 31 32 32 33 34 34 35 36 36 37 38 38 Water Level: 4'-6" Below Surface Asa mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of client and authorization for publication of statement conclusions or extracts from or regarding our runs is reserved pendia; on our written approval. H..: HAND AUGER; A: HOLLOW STEM AUGER; R: REFUSAL 7 DYNATECH TEST BORING REPORT _CLIENT : OPPENHEIM ARCHITECTURE+DESIGN PROJECT : Proposed Residence @ ADDRESS : 1285 North East 95th Street, Miami Shores, FL. LOCATION : See attached plan ENGINEERING CORP. 750 WEST 84TH STREET HIALEAH, FL 33014 (305) 828-7499 DATE: 8-13-13 HOLE NO.: B-4 DRILLER: AS DEPTH LATITUDE LONGITUDE DESCRIPTION OF MATERIALS SAMPLE NO. HAMMER BLOWS ON SAMPLER "N" 1 2 Hand H 2 3 0'-0" to 0'-6" TOPSOIL AND GRASS 4 Hand H 4 5 1'-0" DARK BROWN MEDIUM SAND 6 4 3 7 6 0'-6" to 4 4 8 1'-0" to 6'-6" LIGHT MEDIUM SAND W/ROCK 8 I 1 3 9 FRAGMENTS 10 1 1 2 10 1 1 11 6'-6" to 7'-6" GRAY SANDY SILT 12 2 2 8 12 6 9 13 7'-6" to 10'-0" PEAT 14 8 8 17 14 9 12 15 10'-0" to 11'-0" BROWN SILTY SAND 16 9 6 14 16 8 9 17 LIMEROCK 18 18 11'-0" to 30'-0" TAN SANDY 19 20 20 21 22 15 14 26 22 12 13 23 24 24 25 26 26 27 28 28 29 30 16 15 34 30 19 18 M 32 32 33 34 34 35 36 36 37 38 38 Water Level: 4'-6" Below Surface Ase mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of client and authorization for publication of statement conclusions or extraas from or regarding our reports is reserved penditg on our written approval. H : HAND AUGER; A. HOLLOW STEM AUGER; R REFUSAL 8 PERCOLATION TEST 3EOTECHNICAL ENVIRONMENTAL IYDROGEOLOGY ASBESTOS nri, August 13, 2013 /fIrw.zerrr.waylm�1`a,A maimartirau TG7��i `..11W• i. ,311/I DYNATECH ENGINEERING CORP. Kevin McMorris 'ENHEIM ARCHITECTURE + DESIGN North East 37th Street, Suite 102 mi, FL 33137 Proposed Residence @ 1285 N.E. 95th Street Miami Shores, FL 33138 Mr. McMorris: MATERIAL TESTING DRILLING SERVICES INSPECTION SERVICES ROOF TESTING uant to your request, DYNATECH ENGINEERING CORP. (DEC) completed a Percolation Test on ust 13, 2013 at the above referenced project. The purpose of our investigation was to help determine the •aulic conductivity for drainage design. above hydraulic conductivity represents an ultimate value. The designer should decide on the required ty factor. This value is based on the existing soils at the location of the test. In the event the test location is Lged or the soil removed and replaced; the test will need to be re-evaluated. indwater table was measured immediately at the completion of each boring and was found at approximately tverage depth of 4'-6" below existing ground surface at the time of drilling. Existing ground surface ation was not provided to us at the time of drilling. Design engineers must verify existing ground elevations yell as FEMA Flood and County highest and lowest groundwater elevation for their design. Fluctuation in :r level is anticipated due to seasonal variations and run off as well as varying ground elevations ,traction dewatering and pumping activities in the area. Site contractor must familiarize himself with site litions in the event groundwater controls and dewatering is needed. Surface flooding may result under icane conditions and should be taken into consideration in the design of the project. The contractor shall e sure that groundwater levels on adjacent properties are not affected due to the contractors dewatering 'ities. Specialty groundwater and water proofing contractors shall be consulted for all work below the ndwater level. Ise of existing structures, existing footings new foundations and proposed drainage lines, provisions shall be by the structural engineer, the civil engineer, and site contractor to protect all footings from future erosion, mining and exposure. The geotechnical engineer shall be notified of these conditions to evaluate the icability of his recommendations. 750 West 84 Street, Hialeah, FL 33014-3618 • Phone: (305) 828-7499 • Fax: (305) 828-9598 E -Mail: Dynatech@bellsouth.net tlm lGp}7s0Vbys DYNATECH ATE LIENT ROJECT ROJECT LOCATION OCATION OF TEST IAMETER OF HOLE EST NO. ENGINEERING CORP. 750 WEST 84TH STREET HIALEAH, FLORIDA 33014 (305) 828-7499 PERCOLATION TEST ACCORDING TO S.F.W.M.D. D.O.T. STANDARD TEST : August 13, 2013 : OPPENHEIM ARCHITECTURE + DESIGN : Proposed Residence @ : 1285 N.E. 95th Street, Miami Shores, FL. : SAS : 7" : P-1 EST DEPTH (feet) VERAGE FLOW (GPM) VERAGE K (CFS/Sq. Ft -Ft Head) 0-10 N/A 0-15 12 -4 N/A 5.50x10 The above hydraulic conductivity represents an ultimate value. The designer should decide on the required safety factor. This value is based on the existing soils at the location of the test. iater Table 4'-6" Below existing ground surface. SUBSURFACE INVESTIGATION 'epth Below Ground Surface Soil Description 0'-0" to 0'-6" 0'-6" to 1'-0" 1'-0" to 1'-6" 1'-6" to 6'-0" 6'-0" to 7'-0" 7'-0" to 10'-0" 10'-0" to 11'-0" 11'-0" to 14'-0" 14'-0" to 15'-0" ield Tech: A.S. Topsoil and grass Dark brown sand with organic stain Tan medium sand Brown medium sand with rock fragments (gravel rock) Gray sandy silt Peat Brown silty sand Tan sandy limerock Tan very sandy limerock Respectfully submitted, 1 •r-. .s a mutual protection to the clients, the ptiylicV.ourse(ves, ail,repor"ts are submitted as the confidential property of clients; and authorization for iblication of statement conclusions or extrattifrosti4regtOitg our reports is reserved pending on our written approval. issa aamani; P E. DYNATECH ENGINEERING CORP. Florida Reg. No. 39584 Certificate of Authorization No.: CA 5491 1 Page No. 2 1285_N.E. 95th Street, Miami Shores, FL 1. The boring log (s) attached present (s) a detailed description of the soils encountered at test location (s). The soil stratification shown on the boring log (s) is based on the examination of the recovered soil samples and interpretation of the driller's field log (s). It indicates only the approximate boundaries between soil types. The actual transitions between adjacent soil types may be gradual. Regardless of the thoroughness of a geotechnical exploration there is always the possibility that conditions may be different from those of the test locations; therefore, DYNATECH ENGINEERING CORP. does not guarantee any subsoil conditions between the bore test holes. In accepting and using this report the client understands that all data from the borings are strictly for drainage analysis only and are not to be used for excavation or back filling estimates and pricing. Owner and site contractor must familiarize himself with site conditions prior to bidding. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. All work must be conducted under the supervision of our geotechnical engineer. The discovery of any site or subsurface conditions during construction which deviate from the information obtained from our subsoil 1 investigation is always likely and should be reported to us for our evaluation. All work shall be conducted in compliance with the Florida Building Code FBC and OSHA workers protection rules and all applicable Federal, State, County and City rules and regulations. 1 Enclosed find copies of the percolation test results. 1 1 1 1 i 1 1 1 1 1 It has been a pleasure working with you and look forward to do so in the near future. Sincerely yours, ISM IAA. Wissam N,4amani, P.E. DYNATECH: ENGxNEERINO CORP. Florida Reg. No. 39584 Special Inspector No. 757 Certificate of Authorization No.: CA 5491 ` ��l 1 1 � 1°�' fro Boring Test Location Q P-#: Percolation Test Location N.E. 951h Street DYNATECH ENGINEERING CORP. Client: OPPENHEIM ARCHITECTURE + DESIGN Scale: N.T.S. Project: 1285 North East 95th Street, Miami Shore, Florida 33138 Folio No.: 11-3206-014-4020 Date: August 13, 2013 r GENERAL NOTES P Soil borings on unmarked vacant property should be considered preliminary with further borings) to be drilled after building pad(s) are staked out. Soil borings on existing structures that are to be demolished should be considered preliminaryand additional borings would need to be performed after the structure(s) has been demolished and proposed nes," building staked out. As a mutual protection to clients, the public and ourselves, all reports are submitted.as confidential property of clients, and authorization for publication of statements, conclusions, extracts from or regarding our reports is reserved pending our written approval. Sands Silts & Clay KEY CLASSIFICATION & SYMBOLS Correlation of Penetration Resistance With Relative Density and Consistency Cone Penetration Tests (Ka/cm3) 0-16 17-40 41-80 81-120 Over 120 0-3 4-9 10-17 18-31 32-60 Over 60 Standard. penetration (Blows/ft.) 0-4 5-10 11-20 21-30 31-50 0-2 3-4 5-8 9-15 16-30 31-50 Soft Medium Moderate Hard Hard Very Hard Relative Density Very Loose Loose Firm Very Firm Dense Very Loose Soft Firm Stiff Very Stiff Hard Boulders Cobble Gravel Sand Silt Clay 5%-10% 10%.- 30% 30% - 50% 0% - 5% 6% - 10% 11% - 20% 21% - 35% >35%And Particle Size > 12 in. 3 in. to 1 in. 4.76 mm to Sin. 0.07 mm to 4.67 mm. 0.005 mm. to 0.074 mm < 0.005 mm Modifiers Slightly Silty or Clayey Silty or Clayey Very Silty or Very Clayey Slightly Trace Trace Little Some Rock Hardness Description Rock core crumbles when handled Can break with your hands. Thin edges or rock core can be broken with fingers Thin edges or rock core cannot be broken with fingers Rock core rings when struck with hammer (cherts) DAVID A. DACQUISTO, AICP PLANNING & ZONING DIRECTOR DEVELOPMENT ORDER arni S/ores ?//ae 10050 N.E. SECOND AVE. MIAMI SHORES, FLORIDA 33138-2382 Telephone: (305) 795-2207 Fax: (305) 756-8972 File Number: PZ -8-13-201346 Property Address: 1285 NE 95th Street Property Owner/Applicant: Address: Agent: Address: Robert and Nancy Frehling 421 East San Marino Drive, Miami Beach, FL. 33139 Kevin McMorris 245 NE 37 St. Suite 102, Miami, FL 33137 Whereas, the applicant Robert and Nancy Frehling (Owner), has filed an application for site plan review before the Planning Board on the above property. The applicant sought approval as follows: Special site plan review and approval. New Residence; Metal Roof. Whereas, a public hearing was held on November 14, 2013 and the Board, after having considered the application and after hearing testimony and reviewing the evidence entered, finds: 1. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. The conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development Code. The Board requires that all further development of the property shall be performed in a manner consistent with the site plan, drawings, and the conditions agreed upon at the hearing: 1) Approval is granted for a 4,716 square foot, 38,804 cubic feet residence with an attached garage and eating area, and 2,953 square foot rear deck. 2) Approval is for 436 square feet of flat roof only. 3) Approval is granted for a Dove Gray standing seam metal roof. 4) Privacy walls on the west side of the pool deck not to exceed a height of 8 feet measured from the natural grade of the ground. Page 1 of 2 DO PZ -8-13-201346 Frehling 5) Applicant to obtain all required permits from the Department of Regulatory and/or Economic Resources, Environmental Plan Review Division. 6) The proposal is subject to the requirements of FEMA, the NFIP and the Florida Building Code for substantial improvement in a Special Flood Hazard Area. 7) Applicant to comply with all requirements of FEMA, the NFIP and the Florida Building 'Code for construction in the AE9 special flood hazard area. 8) Applicant to provide an architect or engineer's report to certify to the building official that the site provides storm drainage that detains the first one inch in natural or filtered structural facilities prior to the fmal inspection by the Building Official. The applicant is responsible for any site modifications that are or may become necessary to provide storm drainage that detains the first one inch in natural or filtered structural facilities and shall make site modifications as necessary to prevent runoff into neighboring properties. 9) Applicant to obtain all required building permits before beginning work. 10) Applicant to meet all applicable code provisions at the time of permitting. 11) This zoning permit will lapse and become invalid unless the work for which it was approved is started within one (1) year of the signing of the development order by the board chair, or if the work authorized by it is suspended or abandoned for a period of at least one (1) year. The application with conditions was passed and adopted this 14th day of November, 2013 by the Planning and Zoning Board as follows: Mr. Abramitis YEs Mr. Busta YES Mr. Zelkowitz ABSENT Mr. Reese Chairman Fernandez YES YES DO PZ -8-13-201346 Frehling 1 and M. Fernandez hairman, Planning Page 2 of 2