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EL-07-0424Inspection Date: 08/30/2007 Inspector: Devaney, Michael Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Owner: LUDICKE, ROBERT & ALLISON Job Address: 999913 Avenue NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: HOME OWNER Permit Type: Electrical - Residential Inspection Type: Final Work Classification: Addition /Alteration 0,1.- Block: Phone Number (305)754 -2903 Parcel Number 1132050090460 Lot: Building Department Comments LOW VOLTAGE PHONE COMPUTER CABLE, TV FOR HIGH DEFINITION IN ADDITION AUG 31 au Passed Inspector Comments Failed irAWAiTtr, F .112--‘"--, Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until Wednesday, August 29, 2007 Page 1 of 2 41 1 LUDICKE RESIDENCE ADDITION SIMPLIFIED SLAB ANALYSIS Spanl :=10 feet Span2 := 15 feet LOADS (Factored) w:225 psf EDGE BEAMS (If applicable) Beam_Width := 8 inches A-100137 TM SLAB ID: 1S-1 Slab_thk := 6 inches an2 Span2 CS :=SP MS :- 4 2 Beam_Height :=24 Ibeam —1 .Beam - Width-Beam Height3 12 Ibeam vx := ISlab a =4.267 inches 1 ISlab Spanl .12. Slab_thk 3 12 EXTERIOR PANEL DISRIBUTION FACTORS FOR SLAB DESIGN DESIGN CONDITION := 2 Mo 1 Spanl-Span22 8 MintJieg(DESIGN_CONDITION) := MpOs(DESIGNCONDITION) := 10. 0. Meitting(DESIGNCONDITION) := Mo =63281.25 lb-ft 10.70 if DESIGN_CONDITION=2 0.75 otherwise 4Rati912$f Ct. Si), ?"•- Span2 • Ratiol = 2.844 #10 1S-1.MCD 57 if DESIGNCONDITION=2 63 otherwise I0.16 if DESIGNCONDITION=2 0.00 otherwise Ratio(a,Spanl , Span2) := 0 if Ratio]. <1 1 otherwise 1 I1 1- ocr soO; L C .i: . 0aA►i 3I , FORM 600A -2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 9999 N.E. 13TH AVE, MIAMI, FL, PERMIT #: BASE AS -BUILT Slimmer Base Points: 20519.1 Summer As -Built Points: 23722.7 Total Summer X System Points Multiplier - Cooling Points Total X Cap X Duct X System X Credit = Component Ratio Multiplier Multiplier Multiplier (DM x DSM x AHU) Cooling Points 20519.1 0.4266 8753.4 23722.7 1.000 (1.073 x 1.165 x 0.90) 0.244 1.000 23722.7 1.00 1.125 0.244 1.000 6500.7 6500.7 EnergyGaugem DCA Form 600A-2001 EnergyGauge®/FIaRES2001 FLRCSB v3.30 FORM 600A -2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details IADDRESS: 9999 N.E. 13TH AVE, MIAMI, FL, PERMIT #: EnergyGauge® DCA Form 600A -2001 EnergyGauge®/FIaRES'2001 FLRCSB v3.30 BASE 1 AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Floor Area Overhang Type/SC Omt Len Hgt Area X WPM X WOF = Points .18 727.0 2.36 308.8 Single, Clear Single, Clear Single, Clear Single, Clear. Single, Clear As -Bullt Total: W 0.0 0.0 60.5 5.49 1.00 W 0.0 0.0 8.6 5.49 1.00 N 0.0 0.0 22.7 6.03 1.00 S 0.0 0.0 22.7 4.49 1.00 S 0.0 0.0 9.0 4.49 1.00 123.4 332.3 47.0 136.7 101.9 40.4 658.3 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent Exterior Base Total: 0.0 0.00 0.0 954.0 0.60 572.4 954.0 572.4 Concrete, Int Insul, Exterior As -Built Total: 4.2 954.0 1.02 954.0 973.1 973.1 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent Exterior Base Total: 0.0 0.00 0.0 21.0 1.80 37.8 21.0 37.8 Exterior Wood As -Bulit Total: 21.0 2.80 21.0 58.8 58.8 CEILING TYPES Area X BWPM = Points Type R -Value Area X WPM X WCM = Points Under Attic Base Total: 727.0 0.10 72.7 727.0 72.7 Under Attic As -Built Total: 30.0 727.0 0.10 X 1.00 727.0 72.7 72.7 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 107.0(p) Raised Base Total: -2.1 -224.7 0.0 0.00 0.0 -224.7 Slab -On -Grade Edge Insulation As -Built Total: 0.0 107.0(p -2.10 107.0 -224.7 -224.7 INFILTRATION Area X BWPM = Points Area X WPM = Points 727.0 -0.06 -43.6 727.0 -0.06 -43.6 EnergyGauge® DCA Form 600A -2001 EnergyGauge®/FIaRES'2001 FLRCSB v3.30 . FORM 600A-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details IADDRESS: 9999 N.E. 13TH AVE, MIAMI, EL, PERMIT #: BASE AS -BU1L ■ Winter Base Points: 723A Winter As -Built Points: 1494.6 Total Winter X System = Points Multiplier Heating Points Total X Cap X Duct X System X Credit = Component Ratio Multiplier Multiplier Multiplier (DM x DSM x AHU) Heating Points 723.4 0.6274 453.9 1494.6 1.000 (1.099 x 1.137 x 0.91) 1.000 1.000 1494.6 1.00 1.137 1.000 1.000 1699.5 1699.5 EnergyGauge ' DCA Form 600A-2001 EnergyGaugeelF{aRES'2001 FLRCSB v3.30 1 FORM 600A -2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details IADDRESS: 9999 N.E. 13TH AVE, MIAMI, FL, PERMIT #: BASE CODE COMPLIANCE STATUS AS -BUILT WATER HEATING Number of X Bedrooms Multiplier = Total Tank EF Volume Number of X Tank X Multiplier X Credit = Total Bedrooms Ratio Multiplier 2 2369.00 0.0 As -Built Total: 2 1.00 2369.00 1.00 4738.0 0.0 PASS EnergyGaugeTM DCA Form 600A-2001 EnergyGauge®/FlaRES'2001 FLRCSB v3.30 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling Points + Heating + Points Hot Water Points = Total Points Cooling Points + Heating Points + Hot Water Points = Total Points 8753 454 0 9207 6501 1699 0 8200 PASS EnergyGaugeTM DCA Form 600A-2001 EnergyGauge®/FlaRES'2001 FLRCSB v3.30 FORM 600A-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details IADDRESS: 9999 N.E.13TH AVE, MIAMI, FL, PERMIT It 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHEC.. Exterior Windows & Doors 606.1 ABC.1.1 Maximum:.3 cfm/sq.ft. window area; .5 cfm/sq.ft. door area. Exterior & Adjacent Walls 606.1 ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame wails where a continuous infiltration barrier is installed that extends from, and is sealed to, the foundation to the top plate. Floors 606.1 ABC.1.2.2 Penetrations/openings >1/6" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1 ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor, around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier, gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. j Recessed Lighting Fixtures 606.1 ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. / 1® p Mufti -story Houses 606.1 ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. it Additional Infiltration reqts 606.1 ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. v/ 6A -22 OTHER PRESCRIPTIVE M COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or dearly marked crcuit breaker (electric) or cutoff (gas) must beprovided. External or built -in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non - commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible mandal or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R -19. Common walls -Frame R -11 or CBS R -3 both sides. Common ceiling & floors R -11. EnergyGaugo 1M DCA Form 600A-2001 EnergyGauge®IFiaRES'2001 FiRCSB v3.30 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 85.8 The higher the score, the more efficient the home. 1. New construction or existing 2. Single family or multi family 3. Number of units, if multi -family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Glass area & type a. Clear - single pane b. Clear - double pane c. Tint/other SHGC - single pane d. Tint/other SHGC - double pane 8. Floor types a. Slab -On -Grade Edge Insulation b. N/A c. N/A 9. Wall types a. Concrete, Int lnsul, Exterior b. N/A c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret Unc. AH: Interior b. N/A MR & MRS LUDICKE, 9999 N.E. 13TH AVE, MIAMI, FL, Addition Single family 2 2 No 727 112 Single Pane Double Pane 123.4 112 0.0 ft2 0.0 112 0.0 ft2 0.0 ft2 0.0 ft2 R 0.0,107.0(p) 11 R=4.2, 954.0 ft2 — R=30.0, 727.0 ft2 — Sup. R.0, 30.0 ft = 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Strip b. N/A c. N/A 14. Hot water systems a. N/A b. N/A c. Conservation credits (HR -Heat recovery, Solar DH1'- Dedicated heat pump) 15. HVAC credits (CF- Ceiling fan, CV -Cross ventilation, HF -Whole house fan, PT- Programmable Thermostat, MZ- C- Multizone cooling, MZ-H Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home: City/FL Zip: Cap: 18.0 kBtu/hr SEER 14.00 — Cap: 17.0 kBtu/hr COP: 1.00 *NOTE: The home's estimated energy performance score is only available through the FLA/RES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStarmidesignation), your home may qualify for energy of ciency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 321/638 -1492 or see the Energy Gauge web site at www.fsec ucf edu for information and a list of certffied Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairg> Q Mprsion: FLRCSB v3.30) ADDITION FOR MR & MRS LUDICKE HVAC Load Calculations for MR & MRS ROBERT LUDICKE 9999 NE 13TH AVE MIAMI SHORES, FLA. FtH ACRIEsIDI N'TIAL HVAC Lo*i s Prepared By: JMM CONSULTING ENG. Wednesday, August 10, 2005 Project Filename: Project Title: Designed By: Project Date: Client Name: Client Address: Client City: Client Phone: Client Fax: Company Name: Company Representative: Company Address: Company City: Company Phone: Company Fax: C: \Elite \Rhvacw \Projects \ROBERT LUDICKE.rhv ADDITION FOR MR & MRS LUDICKE JOSE M MARTINEZ, PE 07/26/05 MR & MRS ROBERT LUDICKE 9999 NE 13TH AVE MIAMI SHORES, FLA. JMM CONSULTING ENG. Reference City: Daily Temperature Range: Latitude: Elevation: Altitude Factor: Elevation Sensible Adj. Factor: Elevation Total Adj. Factor: Elevation Heating Adj. Factor: Elevation Heating Adj. Factor: Winter: Summer: Outdoor Dry Bulb 40 92 25 7 1.000 1.000 1.000 1.000 1.000 Outdoor Wet Bulb 0 78 Miami, Florida Low Degrees Feet Indoor Indoor Grains Rel.Hum Dry Bulb Difference 0 70 0 50 75 58 Total Building Supply CFM: Square Feet of Room Area: 1,282 1,447 CFM Per Square Foot: Square Feet Per Ton: 0.886 556.952 Total Heating Required With Outside Air: Total Sensible Gain: Total Latent Gain: - Total Cooling Required With Outside Air: 25,705 Btuh 28,581 Btuh 2,596 Btuh 31,177 Btuh 25.705 MBH 92 % 8 % 2.598 Tons (Based On Sensible + Latent) 3.176 Tons (Based On 75% Sensible Capacity) Calculations are based on 7th edition of ACCA Manual J. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads. C: \Elite \Rhvacw \Projects \ROBERT LUDICKE.rhv Wednesday, August 10, 2005, 6:49 PM • „ifwMalltfliAt-Silfa7"' —Zone 1— 1 Bedrm N 240 4,623 60 0-0 0 4,824 598 219 1.00 219 219 2 Bedrm S 310 6,333 82 0-0 0 6,816 304 310 1.18 365 310 3 Exist. Bedroom 342 4,597 60 0-0 0 4,979 310 226 1.20 271 226 4 Master Bedroom 555 9,492 123 0-0 0 11,588 599 527 1.05 553 527 System 1 total 1,447 25,705 325 28,581 2,596 1,282 1,409 1,282 4.1:4416,. miente Net Required: Recommended: !,t Type: Model: Brand: Efficiency: Sound: Capacity: Sensible Capacity: Latent Capacity: 2.598 3.176 92% / 8% 75% / 25% 28,581 28,581 3111111., 2,596 9,527 31,177 38,108 Heating System n/a n/a Cooling System 0 Btuh 0 Btuh C:\Elite\Rhvacw\Projects\ROBERT LUDICKE.rhv Wednesday, August 10, 2005, 6:49 PM STRUCTURAL DESIGN COMPUTATIONS FOR LUDICKE RESIDENTIAL ADDITIO JUNE 6TH, 2005 ,05„,,L,13 C Y ORDER No. A- 100137 C 0 PAGES: COVER 7 lip 4:2) LJ F Civil and Structural Consulting Engineers EB No. 07770 Tom Marinos,.P.E. Reg. No. 51562 9050 Pines Blvd, Suite 190, Pembroke Pines, Florida 33024 Tel: 954.437.3111 Fax: 954.437.3137 , LUDICKE RESIDENCE ADDITION WIND98 v3 -04 Wind Load Design per ASCE 7 -98 6/6/2005 A- 100137 Description: RENOVATION PLAN -1201 NE 98TH STREET Analysis by: TM User input Data Structure Type Building 0.21 Basic Wind Speed (V) 146 mph Structural Category II 0.2281 Exposure C I *(zm/33) ^Epsilon Struc Nat Frequency (n1) 1 Hz Slope of Roof (Theta) 14 Deg Type of Roof Hipped 0.8727 Kd (Directonality Factor) 1 G 'Since this is not a flexible structure the lessor of Gust1 or Gust2 are used 1 0.851 Eave Height (Eht) 10.00 ft Ridge Height (RHt) 18.00 ft Mean Roof Height (Ht) 15.00 ft Width Perp. To Wind Dir (B) 73.00 ft Width Paral. To Wind Dir (L) 73.00 ft Damping Ratio (beta) 0.01 Red values should be changed only through "Main Menu" Calculated Parameters Type of Structure Height/Least Horizontal Dim 0.21 Flexible Structure No Calculated Parameters Importance Factor 1 Hurricane Prone Region (V>100 mph) Table C6-4 Values Alpha = 9.500 zg = 900.000 At = 0.105 Bt = 1.000 Am = 0.154 Bm = 0.650 Cc = 0.200 1= 500.00 ft Epsilon = 0.200 Zmin = 15.00 ft Gust Factor Category t: Rigid Structures - Simplified Method Gust1 1For rigid structures (Nat Freq > 1 Hz) use 0.85 0.851 Gust Factor Category II: ` Rigid Structures - Complete Analysis Zm Zmin 15.00 ft lzm Cc * (33 /z) ^0.167 0.2281 Lzm I *(zm/33) ^Epsilon 427.06 ft Q (1/(1 +0.63 *((Min(B,L) +Ht) /Lzm) ^0.63)) ^0.5 0.9006 Gust2 0. 925 *((1 +1.7 *Izm *3.4 *Q) /(1 +1.7 *3.4 *Izm)) 0.8727 Gust Factor Summary G 'Since this is not a flexible structure the lessor of Gust1 or Gust2 are used 1 0.851 GHM GROUP, INC. 9050 PINES BLVD, SUITE 190 PEMBROKE PINES, FL 33024 954 -437 -3111 ghmgroupoffice@ghmgroup.net Page No. 1 of 6 LUDICKE RESIDENCE ADDITION WIND98 v3 -04 Wind Load Design per ASCE 7 -98 6.5.12.2.1 Design Wind Pressure - Buildings of All Heights Elev Kz Kzt qz Pressure (Ib /ft ^2) 0.00 0.00 Partially Enclosed Buildings 0.55 Windward Wall* ft 0.18 -0.18 Ib /ft^2 +GCpi -GCpi 18 0.88 1.00 48.14 24.39 41.07 15 0.85 1.00 46.32 23.16 39.84 Table 6 -7 Internal Pressure Coefficients for Buildings, Gcpi Condition Gc i Max + Max - Open Buildings 0.00 0.00 Partially Enclosed Buildings 0.55 -0.55 Enclosed Buildings 0.18 -0.18 Enclosed Buildings 0.18 -0.18 GHM GROUP, INC. 9050 PINES BLVD, SUITE 190 PEMBROKE PINES, FL 33024 954 - 437 -3111 ghmgroupoffice @ghmgroup.net 6/6/2005 A- 100137 Page No. 2 of 6 LUDICKE RESIDENCE ADDITION B WIND98 v3-O4 Wind Load Design per ASCE 7 -98 Fiqure 6 -3 - External Pressure Coefficients, Cp Loads on Main Wind -Force Resisting Systems I L Variable Formula Value Units Kh 2.01 *(Ht/zg) ^(2 /Alpha) 0.85 Side Walls Kht Topographic factor (Fig 6 -2) 1.00 Roof - Wind Normal to Ridge (Theta > =10) - for Wind Normal to 73 ft face Qh .00256 *(V) ^2 *1 *Kh *Kht *Kd 46.32 psf Khcc Comp & Clad: Table 6 -5 Case 1 0.85 -26.45 Qhcc .00256 *V ^2 *I *Khcc *Kht *Kd 46.32 psf Wall Pressure Coefficients, Cp Surface Cp Windward Wall (See Figure 6.5.12.2.1 for Pressures) 0.8 Roof Pressure Coefficients, Cp Roof Area (sq. ft.) Reduction Factor 1.00 Calculations for Wind Normal to 73 ft Face Additional Runs may be req'd for other wind directions Cp Pressure (psf) +GCpi -GCpi Leeward Walls (Wind Dir Normal to 73 ft wall) -0.50 -28.03 -11.35 Side Walls -0.70 -35.90 -19.22 Roof - Wind Normal to Ridge (Theta > =10) - for Wind Normal to 73 ft face Windward - Max Negative -0.54 -29.60 -12.92 Leeward Normal to Ridge -0.46 -26.45 -9.77 Overhang Top (Windward) -0.54 -21.26 -21.26 Overhang Top (Leeward) -0.46 -18.11 -18.11 Overhang Bottom (Applicable on Windward only) 0.80 31.50 31.50 Roof - Wind Parallel to Ridge (All Theta) - for Wind Normal to 73 ft face Dist from Windward Edge: 0 ft to 7.5 ft -0.90 -43.77 -27.10 Dist from Windward Edge: 7.5 ft to 15 ft -0.90 -43.77 -27.10 Dist from Windward Edge: 15 ft to 30 ft -0.50 -28.03 -11.35 Dist from Windward Edge: > 30 ft -0.30 -20.15 -3.47 * Horizontal distance from windward edge GHM GROUP, INC. 9050 PINES BLVD, SUITE 190 PEMBROKE PINES, FL 33024 954 -437 -3111 6/6/2005 A- 100137 ghmgroupoffice @ghmgroup.net Page No. 3 of 6 LUDICKE RESIDENCE 6/6/2005 ADDITION A- 100137 Kh = Kht = Qh = WIND98 v3 -04 Wind Load Design per ASCE 7 -98 Figure 6-4 - External Pressure Coefficients, GCpf Loads on Main Wind -Force Resisting Systems w/ Ht <= 60 ft 2.01 *(Ht/zg) ^(2 /Alpha) Topographic factor (Fig 6 -2) 0.00256 *(V) ^2 *I mp Fac *Kh *Kht *Kd 0.85 1.00 46.32 Case A Surface GCpf +GCpi -GCpi qh (psf) Min P (psf) Max P (psf) 1 0.48 0.18 -0.18 46.32 13.80 30.48 2 -0.69 0.18 -0.18 46.32 -40.30 -23.62 3 -0.44 0.18 -0.18 46.32 -28.53 -11.86 4 -0.37 0.18 -0.18 46.32 -25.66 -8.99 5 0.00 0.18 -0.18 46.32 -8.34 8.34 6 0.00 0.18 -0.18 46.32 -8.34 8.34 1 E 0.72 0.18 -0.18 46.32 25.20 41.88 2E -1.07 0.18 -0.18 46.32 -57.90 -41.23 3E -0.63 0.18 -0.18 46.32 -37.34 -20.66 4E -0.56 0.18 -0.18 46.32 -34.09 -17.42 5E 0.00 0.18 -0.18 46.32 -8.34 8.34 6E 0.00 0.18 -0.18 46.32 -8.34 8.34 * p = qh * (GCpf - GCpi) 4E Wind Direction GHM GROUP, INC. 9050 PINES BLVD, SUITE 190 PEMBROKE PINES, FL 33024 954 -437 -3111 ghmgroupoffice @ghmgroup.net Page No. 4 of 6 LUDICKE RESIDENCE ADDITION Kh = Kht = Qh = WIND98 v3-04 Wind Load Design per ASCE 7 -98 Figure 6-4 - External Pressure Coefficients, GCpf Loads on Main Wind -Force Resisting Systems w/ Ht <= 60 ft 2.01 *(Ht/zg) ^(2/Alpha) Topographic factor (Fig 6 -2) 0.00256 *(V) ^2 *I mp Fac *Kh *Kht *Kd 0.85 1.00 46.32 Case B Surface GCpf +GCpi -GCpi qh (psf) Min P (Psf) Max P (psf) 1 -0.45 0.18 -0.18 46.32 -29.18 -12.51 2 -0.69 0.18 -0.18 46.32 -40.30 -23.62 3 -0.37 0.18 -0.18 46.32 -25.48 -8.80 4 -0.45 0.18 -0.18 46.32 -29.18 -12.51 5 0.40 0.18 -0.18 46.32 10.19 26.87 6 -0.29 0.18 -0.18 46.32 -21.77 -5.10 1E -0.48 0.18 -0.18 46.32 -30.57 -13.90 2E -1.07 0.18 -0.18 46.32 -57.90 -41.23 3E -0.53 0.18 -0.18 46.32 -32.89 -16.21 4E -0.48 0.18 -0.18 46.32 -30.57 -13.90 5E 0.61 0.18 -0.18 46.32 19.92 36.59 6E -0.43 0.18 -0.18 46.32 -28.26 -11.58 * D = ah * (GCof - GCoil 4E Wind Direction GHM GROUP, INC. 9050 PINES BLVD, SUITE 190 PEMBROKE PINES, FL 33024 954 -437 -3111 a ghmgroupoffice@ghmgroup.net 6/6/2005 A- 100137 Page No. 5 of 6 LUDICKE RESIDENCE 6/6/2005 ADDITION A- 100137 WIND98 v3 -04 Wind Load Design per ASCE 7 -98 Figure 6 -5 - External Pressure Coefficients, GCp Loads on Components and Cladding for Buildings w/ Ht <= 60 ft a= 6 = => gingNepp 2 1 :2 I �J ,I 1 1 a a Hipped Roof 10 < Theta <= 30 6.00 ft Component Width (ft) Span (ft) Area (ftA2) Zone GCp Wind Press (Ib/ft^2) Max Min Max Min WINDOW 2 5 10.00 4 1.00 -1.10 54.66 -59.29 2 5 10.00 5 1.00 -1.40 54.66 -73.19 DOOR 3 7 21.00 4 0.94 -1.04 52.02 -56.66 WALL 1 9 27.00 4 0.92 -1.02 51.13 -55.76 1 9 27.00 5 0.92 -1.25 51.13 -66.13 J /CJ 2 5 10.00 2 0.50 -2.10 31.50 - 105.62 T -1 2 23 176.33 1 0.30 -0.80 22.23 -45.40 2 23 176.33 2 0.30 -1.40 22.23 -73.19 OH 2 3 6.00 2H 0.50 -2.20 23.16 - 101.91 2 4 8.00 3H 0.50 -3.70 23.16 - 171.39 Note: * Enter Zone 1 throuah 5. or 1H throuah 3H for nvPrhanns GHM GROUP, INC. 9050 PINES BLVD, SUITE 190 PEMBROKE PINES, FL 33024 954 -437 -3111 ghmgroupoffice ©ghmgroup.net Page No. 6 of 6 LUDICKE RESIDENCE ADDITION 6 10 Page 1 GRAVITY LEFT SIDE RIGHT SIDE TRIBUTARY SPAN OVERHANG OVERHANG (PSF) WIDTH(FT) (FEET) (FEET) (FEET) TRUSS REACTIONS A- 100137 0, 0 rs 0 0 0 t f�:: �,...: 1' 0 ` , Tom Marinas Page 1 6/6/2005 LUDICKE RESIDENCE ADDITION WIND LOADS CORNER JACK MEMBER ID Page 1 GRAVITY LEFT SIDE TRIBUTARY SPAN OVERHANG PSF) WIDTH FT) (FEET) (FEET) RESULTS WIND WIND LEFT ( #) RIGHT ( #) om Marinos 2867 1287 CORNER JACKS A- 100137 Page 1 6/6/2005 { p- PROJECT• LUT) /C/ C6 /26) d &IC Civil and Structural Consulting Engineers Quality Innovative Engineering Design EB No. 07770 ORDER: `r f O a/ 3 ENG: Tit. CHK: DATE: °3 -05 PEMBROKE PINES HIALEAH GAINESVILLE 9050 Pines Blvd, Suite 190 Pembroke Pines, Florida 33024 Tel: 954.437.3111 Fax: 954.437.3137 LUDICKE RESIDENCE ADDITION DESIGN SINGLE REINF. CONCRETE BEAM Beam Type := 00 Span : =9 feet A- 100137 TM BEAM ID: 1 TB -1 (USE "00" for SS, "10" for One end Continuous, "11" both ends continuous, "20" cantilever) Mu : =9935 Ibs -ft fc : =3000 psi BAR DATA Vu := 4331 Ibs fy : =60000 psi dbars :=-5 in dstirrups := 3 in 8 8 b := 8 inches h : =12 inches cover : =2 in Nbars : =2 CHECK FLEXURE of BEAM d : =h- ( d = 9.3 inches 2 Ast := 1.3.14.dbars2 -Nbars Ast =0.61 in2 4 pmin(fc,fy) :- 3-4 if 3 200 fy fY fY 200 otherwise fY pb 0.85.0.85•fc 87000 fy 87000tfy 4flex : =0.90 4flex•b•d2•pprovfy. 1 0.59• pprov fy Mn :_ fc 12 Ast pprov :=bd pprov = 0.008 pmin(fc,fy) = 0.0033 pmax := pb•0.75 pmax =0.016 Mn =23204 Ibs -ft > Mu =9935 Ibs -ft LUDICKE RESIDENCE ADDITION CHECK DEFLECTION LIMITATIONS (ACI 9.5(a)) Height :— Span if Beam Type =0 16 Span if Beam Type =10 18.5 Span if Beam Type =11 21 Span otherwise 8 CRACK CONTROL WIDTH LIMITS (ACI 10.6) co := covert dstirrups cc =2.4 inches smax := 540 — (2.5•cc) fs clr_width : =b— (2.1.5 t dbarst dstirrups•2) s_prov : _ clr width — (Nbars — 1) clr width =3.63 inches CHECK SHEAR OF BEAM Vu =4331 Ibs A- 100137 TM Height- 12 = 6.8 in fs : =0.60 fY fs =36 ksi 1000 smax = 9.1 inches s prov =3.6 inches Vu• d Vu-d<1.0 4)shear : =0.85 K =1 <1.0 Mu Mu 1.0 otherwise Vc : =�1.9• fct2500•pprov.K).b•d Vc := Vc if Vo 53.5•b•d•/ (3.5•b•d4f—e) otherwise Vc = 9286 Ibs Vst := Vu Vc shear Vst := I Vst if Vst >0 0 otherwise Vstmax : =8 - fc•b•d Vst =0 Ibs Vstmax = 32644 Ibs » Vst =0 Ibs LUDICKE RESIDENCE A- 100137 ADDITION TM Minimum Amount of Shear Reinforcement Required IF 112d,Vc <= Vu <_ (1)Vc 1.4shear- Vc = 3947 Ibs Vu = 4331 Ibs Vc = 9286 Ibs 2 Av := 2.1.3.14• dstirrups2 4 smin Av. fy 50•b smin =33 inches Shear Reinforcement Required IF (Vc << Vu) Vc = 9286 Ibs Vu = 4331 Ibs sreq :— Av fy d if Vst>0 Vst 0 otherwise smax := 24 if d >24 2 d otherwise 2 smax = 5 inches sreq = 0 inches Reduce Stirrup Spacinq by HALF IF Vst» 2 x Vc Vst = 0 Ibs 4 b d = 16322 Ibs USE STIRRUPS AT 12 inches o.c. PROJECT: V ��� ti RED /( S''': Civil and Structural Consulting Engineers Quality Innovative Engineering Design EB No. 07770 ORDER: -f ENG: CHK: DATE: -05 PEMBROKE PINES HIALEAH GAINESVILLE 9050 Pines Blvd, Suite 190 Pembroke Pines, Florida 33024 Tel: 954.437.3111 Fax: 954.437.313 LUDICKE RESIDENCE ADDITION DESIGN SINGLE REINF. CONCRETE BEAM A-100137 TM BEAM ID: GB -1/2 Beam Type := 00 (USE "00" for SS, "10" for One end Continuous, "11" both ends continuous, "20" cantilever) Span : =13.67 feet Mu : =94000 Ibs -ft fc : =3000 psi BAR DATA Vu : = 32000 Ibs : 60000 7 3 fy = psi dbars :_— in dstirrups :_— in 8 8 b: =16 inches h: =18 inches cover : =3 in Nbars: =3 CHECK FLEXURE of BEAM d : =h— ( d =14.2 inches Ast := 1.3.14•dbars2•Nbars Ast =1.8 in2 4 pmin(fc,fy) 3 . fc if 3 • fc > 200 fy fy fY 200 otherwise fY pb 0.85.0.85•fc ( 87000 1 := IJ fy 87000 +fy 4flex : =0.90 4dex•b•d2•pprovfy 1 0.59•pprovfy Mn fc 12 Ast pprov := — b•d pprov = 0.008 pmin(fc,fy) = 0.0033 pmax := pb•0.75 pmax = 0.016 Mn = 104324 Ibs -ft » Mu = 94000 Ibs -ft LUDICKE RESIDENCE A- 100137 ADDITION TM CHECK DEFLECTION LIMITATIONS (ACI 9.5(a)) Height :- Span if Beam Type=0 16 Span if Beam Type=10 18.5 Span if Beam Type =11 21 Span otherwise 8 CRACK CONTROL WIDTH LIMITS (ACI 10.6) cc := cover + dstirrups smax := 540 - (2.5•cc) fs cc =3.4 inches clr width : =b - (2.1.5 + dbars+ dstirrups•2) s_prov : _ clr width (Nbars - 1) ck_width =11.38 inches CHECK SHEAR OF BEAM Vu = 32000 Ibs 4shear : =0.85 K =1 Vc :_ (1.9• # +2500•pprov.K)•b•d Height -12 =10.3 in fs :=0.60 fY fs =36 ksi 1000 K :- smax =6.6 inches s_prov = 5.7 inches Vu•d if Vu-d<1.0 Mu Mu 1.0 otherwise Vc := Vc if Vc 5-3.5•b•& f; (3.5•b•d• fc) otherwise Vc =28131 Ibs Vst := Vu Vc ishear Vst := I Vst if Vst >0 0 otherwise Vstmax: =8b Vst =9516 Ibs Vstmax =99466 Ibs » Vst =9516 Ibs LUDICKE RESIDENCE A-100137 ADDITION TM Minimum Amount of Shear Reinforcement Required IF 112$11c <= Vu <= We 1•4shear•Vc =11956 Ibs Vu =32000 Ibs Vc =28131 Ibs 2 Av : = 2.1.3.14• dstirrups2 4 smin Av fy 501) smin =17 inches Shear Reinforcement Required IF (Vc « Vu) Vc =28131 Ibs Vu =32000 Ibs sreq Avfyd if Vst >0 Vst 0 otherwise smax :_ 24 if >24 2 d otherwise 2 smax =7 inches Reduce Stirrup Spacing by HALF IF Vst» 2 x Vc Vst =9516 Ibs sreq = 20 inches 4•J•b•d =49733 Ibs USE STIRRUPS AT 6 inches o.c. PROJECT L) TT G.I1- e. e6SIOSIUCt Civil and Structural Consulting Engineers Quality Innovative Engineering Design EB No. 07770 ORDER: ENG: CHK: DATE: -05 PEMBROKE PINES HIALEAH GAINESVILLE 9050 Pines Blvd, Suite 190 Pembroke Pines, Florida 33024 Tel: 954.437.3111 Fax: 954.437.313 LUDICKE RESIDENCE ADDITION DESIGN SINGLE REINF. CONCRETE BEAM A- 100137 TM BEAM ID: GB -3 Beam_Type := 00 (USE "00" for SS, "10" for One end Continuous, "11" both ends continuous, "20" cantilever) Span : =6.5 feet Mu := 12050 Ibs -ft fc := 3000 psi BAR DATA Vu := 9000 Ibs fy : =60000 psi dbars := 6 in dstirrups := 3 in 8 8 b : =8 inches h: =24 inches cover := 3 in Nbars := 2 CHECK FLEXURE of BEAM d : =h- ( d = 20.3 inches Ast := 1.3.14•dbars2•Nbars Ast =0.88 in2 4 p(fc,fy) 3• if 3. fc X200 fY fy fY 200 otherwise fY pb :_ 0.85.0.85- fc 87000 fy 87000 + fy +flex : =0.90 4flex•b• d2• pprov.fy. (1 0.59• pprov- fy _ fc 12 Ast pprov := — b -d pprov =0.005 pmin(fc,fy) = 0.0033 pmax := pb•0.75 pmax = 0.016 Mn = 75298 Ibs -ft » Mu = 12050 Ibs -ft LUDICKE RESIDENCE ADDITION CHECK DEFLECTION LIMITATIONS (ACI 9.5(a)), Height :- Span if Beam Type =O 16 Span if Beam Type=10 18.5 Span if Beam Type =11 21 Span otherwise 8 A-100137 TM Height. 12 = 4.9 in CRACK CONTROL WIDTH LIMITS (ACI 10.6) cc := cover t dstirrups cc = 3.4 inches fs:=0.60. fs = 36 ksi 1000 smax := 540 - (2.5 -cc) fs smax =6.6 inches clr_width : =b - (2.1.5 t dbars t dstirrups•2) s_prov :_ eh width - (Nbars - 1) clr_width =3.5 inches CHECK SHEAR OF BEAM Vu =9000 Ibs 4shear: =0.85 K =1 Vc :_ (1.9• 1- 2500.pprovK).b•d Vc := Vc if Vc�3.5•b•d•4 (3.5•b•d• fc) otherwise Vc = 19067 Ibs K: s_prov =3.5 inches Vu•d if Vu -d <1.0 Mu Mu 1.0 otherwise Vst:- Vu Vc shear Vst := Vst if Vst>0 0 otherwise Vstmax := 8•A•b•d Vst =0 Ibs Vstmax =70985 Ibs» Vst =0 Ibs LUDICKE RESIDENCE A- 100137 ADDITION TM Minimum Amount of Shear Reinforcement Required IF 1 /2d►Vc <= Vu <= eVc 1 --.4shear- Vc = 8103 Ibs Vu = 9000 Ibs Vc =19067 Ibs 2 Av := 2.1.3.14- dstirrups2 4 smin Avfy 50•b smin =33 inches Shear Reinforcement Required IF (Vc «Vu) Vc =19067 Ibs Vu =9000 Ibs sreq Avf3'd if Vst >0 Vst 0 otherwise smax 24 if d >24 2 d otherwise 2 smax =10 inches sreq = 0 inches Reduce Stirrup Spacinq by HALF IF Vst» 2 x Vc Vst =0 Ibs 4• fc•b•d =35492 Ibs USE STIRRUPS AT 12 inches o.c. v : P. PROJECT; R `"C Civil and Structural Consulting Engineers Quality Innovative Engineering Design EB No. 07770 ORDER: ,4- --hod /5 ENG: 77Y CHK: DATE: PEMBROKE PINES HIALEAH GAINESVILLE 9050 Pines Blvd, Suite 190 Pembroke Pines, Florida 33024 Tel: 954.437.3111 Fax: 954.437.313 LUDICKE RESIDENCE ADDITION DESIGN SINGLE REINF. CONCRETE BEAM A- 100137 TM BEAM ID: GB-4 Beam Type := 00 (USE "00" for SS, "10" for One end Continuous, "11" both ends continuous, "20" cantilever) Span : =18 feet Mu := 179000 Ibs -ft fc : =3000 psi BAR DATA Vu := 57000 Ibs fy := 60000 psi dbars :_ 7 in dstirrups := 3 in 8 8 b : =20 inches h: =34 inches cover : =3 in Nbars : =3 CHECK FLEXURE of BEAM d : =h- (cov ert dstirrups t 1•dbars) d =30.2 inches 2 / Ast := 1.3.14•dbars2•Nbars Ast =1.8 in2 4 pmin(fc,ff) 3 fc if 3200 fY fY fY 200 otherwise fY Ast pprov : _ — b•d pprov =0.003 pmin(fc,fy) = 0.0033 b 0.85.0.85•fc 87000 P - pmax := pb•0.75 fY 87000 t- fy pmax =0.016 4flex := 0.90 flex- b•d2•pprovfy. 1 0.59• pprov fy Mn :_ fc 12 Mn = 236301 Ibs -ft » Mu = 179000 Ibs -ft J LUDICKE RESIDENCE A-100137 ADDITION TM CHECK DEFLECTION LIMITATIONS (ACI 9.5(a)) Height :— Span if Beam Type=0 16 Span if Beam Type=10 18.5 Span if Beam_Type =11 21 Span 8 otherwise Height- 12 =13.5 in CRACK CONTROL WIDTH LIMITS (ACI 10.6) cc := covert - dstirrups cc =3.4 inches fs : =0.60 fY fs =36 ksi 1000 max := 540 — (2.5-cc) fs smax =6.6 inches clr width : =b— (2.1.5 t dbarst• dstiurups•2) clr width s_prov :_ — (Nbars — 1) clr width =15.38 inches CHECK SHEAR OF BEAM Vu =57000 Ibs 4shear : =0.85 K =1 Vc := fct2500•pprovK)•b•d s prov =7.7 inches K:_ Vu•d if Vu•d <1.0 Mu Mu 1.0 otherwise Vc := Vc if Vc.-3.5•b-d• 4 (3.5•b•d• fc) otherwise Vc =67338 lbs Vu Vst := Vc 4shear Vst := Vst if Vst >0 0 otherwise Vstmax : =8•j•b•d Vst =0 lbs Vstmax =264550 lbs » Vst =0 lbs LUDICKE RESIDENCE A-100137 ADDITION TM Minimum Amount of Shear Reinforcement Required IF 112$11c Vc <= Vu <= jVc - *shear. Vc =28619 Ibs Vu = 57000 Ibs Vc = 67338 Ibs 2 Av := 2.1.3.14- dstirrups2 4 smin • _ Av. fy 50• b smin =13 inches Shear Reinforcement Required IF (Vc « Vu) Vo =67338 Ibs Vu = 57000 Ibs sreq Av fy d if Vst >0 Vst 0 otherwise smax 24 if d >24 2 d otherwise 2 smax =15 inches sreq =0 inches Reduce Stirrup Spacing by HALF IF Vst» 2 x Vc Vst =0 Ibs 4- fc -b -d = 132275 Ibs USE STIRRUPS AT 12 inches o.c. PROJECT (ulil G.ICE (e to 4JC Civil and Structural Consulting Engineers Quality Innovative Engineering Design EB No. 07770 ORDER: A- (00 ENG: Thek CHK: DATE: b. -05 PEMBROKE PINES HIALEAH GAINESVILLE 9050 Pines Blvd, Suite 190 Pembroke Pines, Florida 33024 Tel: 954.437.3111 Fax: 954.437.3137 LUDICKE RESIDENCE ADDITION 9' HIGH WALL -zone 4 MASONRY WALL DESIGN fm : =1500 psi Effective height := 9 Feet P =1000 plf M:=567 Ibs -ft/ft 1 TM A- 100137 Page INSPECTED MASONRY t : =7.5 inches Fsa : =24000 psi Es:= 29000000 psi n := Es n =25.8 d : =t d =3.75 inches (750•fm) 2 b : =12 inches Allowable Stresses in Masonry Walls r := 2.60 Effectiveheight 12 42 Fba := 0.33•fm R(Effective height,r) 70•r 2 if Effective_height• 12>99 (ffective_height. 12) r 1 (Effeotivehei8ht. 12)2 otherwise 140 -r Faa := 0.25•fim•R(Effective height,r) Applied Stresses in Masonry Check Axial Compression fa := P b•t fa =11 psi r Fba =495 psi Faa =342 psi fa =11 « Faa =342 OK Check Flexural Stresses (Masonry and Steel) Try Steel: Ast :=0.31.-12 Ast =0.077 in2 #5 at 48" o.c. 48 _ Ast p bd p =0.002 k:=•�2•p•nt (p.n)2– (p.n) Fm 2.M.12 j.k.b.d2 fs M-12 pjb•d 2 k =0.257 j: =1- 3 Fm =343 psi fs =25604 psi j =0.91 LUDICKE RESIDENCE ADDITION CHECK COMBINED STRESSES (Allow 33% increase due to wind, Kd=1.0) fa Fm — — 0.73 «< 1.33 OK Faa Fba --=1.07 «< 1.33 OK Fsa 2 TM A-100137 LUDICKE RESIDENCE ADDITION 9° HIGH WALL -zone 5 MASONRY WALL DESIGN fm := 1500 psi Effective_height : =9 Feet P =1000 plf M : =668 Ibs ftlft t :=7.5 inches Fsa : =24000 psi Es := 29000000 psi n Es n = 25.8 d: =t d =3.75 inches (750-fm) 2 b : =12 inches 1 TM A- 100137 Page INSPECTED MASONRY Allowable Stresses in Masonry Walls r := 2.60 Effective height 12 _42 Fba := 0.33•fin R(Effective_height,r) 70•r 2 if Effective_height•12>99 (Effective_heigiit. 12) r 1 (Effeetiveheiht. 12)2 otherwise 140•r Faa := 0.25•fm•R(Effective_height,r) Applied Stresses in Masonry Check Axial Compression fa := P fa =11 psi b•t r Fba =495 psi Faa =342 psi fa =11 « Faa =342 OK Check Flexural Stresses (Masonry and Steel) Try Steel: Ast := 0.31.12 Ast =0.077 in2 #5 at 48" o.c. 48 Ast b•d p =0.002 k : =2 p nt (p•n)2— (p.n.) Fm : _ 2.M.12 j•k•b•d2 fs:_ M.12 p•j•b•d2 k =0.257 j: =1 —k 3 Fm =404 psi fs =30165 psi j =0.91 LUDICKE RESIDENCE ADDITION CHECK COMBINED STRESSES (Allow 33% increase due to wind, Kd =1.0) fa + Fm _0.85 «< 1.33 OK Faa Fba - =1.26 «< 1.33 OK Fsa 2 TM A- 100137 4 k r C PROJECT; LUDIC e. vs aE. Civil and Structural Consulting Engineers Quality Innovative Engineering Design EB No. 07770 ORDER: 4 () ul37- ENG: V) CHK: DATE: 4 —v, -05 ofto --2t1,41-1 *1' #s-t°0, Mf-,A62-1 n c, P 12 2 o p $ (o fp. 6 s7 3 t 4f 5125 cr6, /I:J(/;x. /6 /,mss 0.e »22.. of 7r4.. o,Sr2c) . 1.1,5ee p r 0,006.5- few s-6 iffy; 6 1(40,--e„ eAt purri PEMBROKE PINES HIALEAH GAINESVILLE 9050 Pines Blvd, Suite 190 Pembroke Pines, Florida 33024 Tel: 954.437.3111 Fax: 954.437.31 • d r LUDICKE RESIDENCE ADDITION SIMPLIFIED SLAB ANALYSIS Span1 : =26.67 feet Span2 : =18.67 feet Slab thk: =9 inches LOADS (Factored) w: =223 psf EDGE BEAMS (if applicable) A- 100137 TM SLAB ID: 1 S -1 C5 : = Span2 MS : - Span2 4 2 Beam Width : =16 inches Beam Height : =18 inches Ibeam : = 1 • Beam Width- Beam Height3 ISlab := 1 • Spanl .12- Slab_thk 3 12 12 Ibeam a . = a= 0.4 ISlab EXTERIOR PANEL DISRIBUTION FACTORS FOR SLAB DESIGN DESIGN CONDITION := 2 Mo := 1 •w. Spanl Span22 8 Mo = 259135 lb-ft Mint neg(DESIGN CONDITION) := I0.70 if DESIGN CONDITION =2 0.75 otherwise M_pos(DESIGN_CONDITION) := 1 0.57 if DESIGN CONDITION =2 0.63 otherwise Mext neg(DESIGN CONDITION) : _ 0.16 if DESIGN CONDITION =2 0.00 otherwise Ratiol : =a Spanl 1S-1.MCD Span2 Ratiol =0.571 Ratio(a, Spanl , Span2) := I 0 if Ratiol <1 1 otherwise 1 November 4d', 2005 Miami Shores Village Building Department 10050 NE 2nd Avenue Miami Shores, Florida 33138 Re: LUDICKE RESIDENTIAL ADDITION Permit No. 05 -1413 9999 NE 136 Avenue, Miami Shores, Florida Letter of Intent for Special Inspector Dear Building Official, Civil and Structural Consulting Engineers Quality and Innovative Engineering Design Please accept this letter as letter of intent for the proposed special inspections for the above proposed residential addition located at 9999 NE 13th Avenue, Miami Shores, Florida. The special inspections shall be performed as per the requirements of the Florida Building Code. Proposed special inspections shall consist of the following: 1. Concrete Masonry Construction for exterior walls 2. Wood roof truss installation, anchorage to structure and permanent bracing. Proposed inspections shall be performed by the following Engineers: 1. Tom Marinos, P.E. License No. 51562 2. Luis Ortega, P.E., License No. 61145 If you have any questions or concerns in regards to the above matter, please do not hesitate to contact our office at (954) 437 -3111. Thank you. Mar s, P.E. '. ,r oject Manager Civil, Structural, Transportation Engineering y: \tommy\myfiles \wp \letter\LUDICKE - SPECIAL INSPECTIONS TOM MARINOS CIVIL, STRUCTURAL REG, NO 51562 1 OF 1 9050 PINES BLVD, SUITE 190, PEMBROKE PINES, FLORIDA 33024 TEL: 954.437.3111 FAX: 954.437.3137 MIAMI -DADE COUNTY DEPARTMENT OF ENVIRONMENTAL RESOURCES MANAGEMENT ENFORCEMENT DIVISION TREE PROGRAM - ENFORCEMENT SECTION 33 Southwest 2nd Avenue 4th Floor Miathi, Florida 33130 -1540 (305) 372 -6574 TREE REMOVAL PERMIT NUMBER 2006 -587 DATE ISSUED: EXPIRATION DATE: -711q10-4- PERMIT TEE'S NAME: Rob Luclicke ADDRESS: 9999 NE 13th Ave, Miami Shores, FL 33138 PHONE NUMBER: LOCATION OF THE APPROVED TREE WORK: FOLIO: (305) 754 -2903 9999 NE 13th Ave 11- 3205 - 009 -0460 DERM PROJEC.°I MANAGER: Robyn Wharton PERMIT MUST BE POSTED ON SITE AT ALL TIMES DURING CONSTRUCTION MIAMI -DADE COUNTY DEPARTMENT OF ENVIRONMENTAL RESOURCES MANAGEMENT ENFORCEMENT DIVISION TREE PROGRAM - ENFORCEMENT SECTION APPROVED WORK Approval for the removal of the follotiving SPECIMEN tree: one (1) live oak (Quercus virginana). No permit is needed for the two (2) regular -size live oak trees (Quercus virginana) according to the Miami -Dade County Code 24- 49(4)(a). ALL WORK SHALL ALSO BE IN ACCORDANCE WITH THE SPECIAL CONDITIONS CONTAINED HEREIN. THE PERMITTEE IS RESPONSIBLE FOR COMPLIANCE OF ALL CONTRACTORS AND SUBCONTRACTORS WITH THE CONDITIONS AND LIMITATIONS OF THIS PERMIT. EXCEPT AS AUTHORIZED BY THIS PERMIT, ANY PROTECTED TREE THAT IS REMOVED OR EFFECTIVELY DESTROYED SHALL CONSTITUTE A VIOLATION OF SECTION 24-60 OF THE CODE OF MIAMI DADE COUNTY AND WILL BE PURSUED AS SUCH. IN ADDITION, ANY NON - COMPLIANCE WITH THE CONDITIONS OF THIS PERMIT WILL SUBJECT THE PERMITTEE AND RESPONSIBLE CONTRACTORS OR INDIVIDUALS TO THE PENALTY PROVISIONS OF SECTIONS 24-55, 24-56, 24-57, AND 8CC OF THE CODE OF MIAMI -DADE COUNTY. SPECIAL CONDITIONS 1. All trees outside of those areas being developed are to remain and be protected by barriers throughout development. No work (including land clearing, or grading) may begin until DERM has verified that all barriers are in place and DERM authorization has been given for the commencement of construction (unless prior written approval is granted by DERM). The applicant must notify the DERM project manager when the barriers are in place and schedule an inspection (two weeks notice is required). 2. Protective barriers shall be constructed of wood, plastic, or metal and shall be a minimum of four (4) feet above ground level. Trotective barriers shall be placed no less than (6) feet (radius distance) from the trunk of any protected tree or cluster of trees. A copy of the site plans showing the location of barriers must remain on site attached to this permit. 3. Protective barriers must remain in place until development is completed and the Department has authorized their removal. 4. During all site work and construction, no soil, vehicles, heavy equipment (such as bulldozers or backhoes), fill, building materials, construction debris, or dead vegetation shall be placed, stored, or deposited within the areas of protective barriers. Natural grade shall be maintained around the trees. 5. The survival of all trees counted towards canopy mitigation shall be ensured to live at least one (1) year from the date the final inspection was passed. If the trees die, they must be replaced by the same Florida grade number one tree of equal or greater size. If the property owner of the mitigated trees change, the permittee will be held as the responsible party and will be required to replace any destroyed or non - living trees. 6. Underground utility lines shall be placed to minimize disturbance to all remaining trees by using techniques such as (but not limited to) tunneling. REPLANTING REQUIREMENTS 1. To replace lost tree canopy, the permittee shall replant 1000 square feet of tree canopy. No more than thirty (30) percent of the replacement trees shall be palms. See the attached Tree Replacement Plan for details and options. 2. (At least) 1000 sq. ft. of the trees must be NATIVE to South Florida. Native plant lists and nurseries are available upon request. 3. All replacement trees shall have a minimum quality of Florida No. 1 grade or better. 4. Mulch shall be placed around all.replacement trees. 5. All trees shall be planted on -site or at an approved off -site location. 6. Replanting shall take place within 12 months of the issuance of this permit. 7. Replanting must be verified and approved by DERM. The applicant shall notify the DERM project manager when the replanting is complete and schedule a final inspection (two weeks notice is required). PLANTING RECOMMENDATIONS The Tree Program of DERM recommends the following techniques. 1. All synthetic or non - degradable material such as nylon rope or treated burlap be removed from the rootball prior to planting. 2. The tree should be placed in the center of the planting hole with the top of the rootball flush with the surrounding soil surface. Planting too deeply can cause the tree to die. 3. The surrounding soil should be lightly tapped with no heavy impacts to the top of the rootball to ensure no damage to the fine roots at the surface. 4. The tree should be watered at time of planting and should occur on a regular basis until the tree becomes established. 5. Surrounding mulch should not be placed directly on the tree trunk. USE THIS TABLE TO CALCULATE YOUR PLANTING REQUIREMENTS OF YOUR TREE REMOVAL PERMIT If you plant a: ° With this minimum size: You will get this credit (in SQ.FT.): Hardwood Tree 12' Overall Height 500 Hardwood Tree 8' Overall Height 300 Palm 10' Clear Trunk* 300 Palm 3' Clear Trunk* 100 Small Tree 6' Overall Height 200 Overall height Example: If you are requested to plant (See Replanting Requirenments in your permit) 1,500 SQ.FT., you can plant: a) Three hardwood trees, 12' height each (you will get 1,500 SQ.FT). Or, b) Two hardwood trees, 12' height each, and two palms, 10' clear trunk each (you will get 1,600 SQ.FT.). Or, c) Any combination of tree sizes up to the required credit. PALMS CANNOT BE MORE THAN 301/4 OF THE TOTAL CANOPY AND FRUIT TREES WILL NOT COUNT TOWARDS MITIGATION. Clear trunk* Need for Compliance: $35 Barrier: $ ° Utility Siting: $ Preservation Area Location: $ Landscape Plan Review: $ Landscape Field Inspection (Final): $35 Miscellaneous: $ FEES Application Fee: $63 Total Inspection fees: $70 No. of trees removed 1 Q $12 ea. $12 TOTAL FEES $145 PAID DUE $47 faUCi Cj4.-4 .!% I HAVE READ THE SPECIAL CONDITIONS CONTAINED IN THIS PERMIT AND FULLY UNDERSTAND THEM. IN SIGNING THIS PERMIT, I ACKNOWLEDGE THAT FAILURE TO COMPLY WITH ALL CONDITIONS OF THIS PERMIT MAY RESULT IN PERMIT REVOCATION, BOND FORFEITURE, WITHHOLDING OF MY CERTIFICATE OF OCCUPANCY, AND ENFORCEMENT ACTION AGAINST ME BY DERM. I ASSUME FULL RESPONSIBILITY FOR THE ACTIONS OF ALL MY EMPLOYEES, AGENTS, AND PERSONS UNDER DIRECT OR INDIRECT CONTRACTUAL OBLIGATION TO ME WITH RESPECT TO COMPLIANCE WITH THE CONDITIONS AND LIM TATIONS CONTAINED WITHIN THIS PERMIT. ignature of Owner /Authorized Representative/ Owner's Agent Print Name Date Signed Title THIS PERMIT IS NOT VALID UNTIL SIGNED BY THE DIRECTOR OF DERM OR THE DIRECTOR'S DESIGNATED REPRESENTATIVE. DERM Director or Designee Tree Permit Number: 2006/587 Date Signed STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM CONSTRUCTION PERMIT CONSTRUCTION PERMIT FOR: [ X ]New System [ ]Existing System [ ]Repair [ ]Abandonment ]Holding Tank ]Temporary APPLICANT: Ludicke, Robert & Allison AGENT: SR0890744, SMITH PROPERTY STREET ADDRESS: 9999 NE 13 Ave Miami Shores FL 33138 CENTRAX #: 13 -SG -27936 DATE PAID: FEE PAID : $ RECEIPT . OSTDSNBR : 06- 0381- -N CITY PY LOT: 1 BLOCK: 4 SUBDIVISION: Earleton Shores [Section /Township /Range /Parcel No.] PROPERTY ID #: 11 -3205- 009 -0460 [OR TAX ID NUMBER] SYSTEM MUST BE CONSTRUCTED IN ACCORDANCE WITH SPECIFICATIONS AND STANDARDS OF CHAPTER 64E -6,FAC DEPARTMENT APPROVAL OF SYSTEM DOES NOT GUARANTEE SATISFACTORY PERFORMANCE FOR ANY SPECIFIC TIME PERIOD. ANY CHANGE IN MATERIAL FACTS WHICH SERVED AS A BASIS FOR ISSUANCE OF THIS PERMIT, REQUIRE THE APPLICANT TO MODIFY THE PERMIT APPLICATION. SUCH MODIFICATIONS MAY RESULT IN THIS PERMIT BEING MADE NULL AND VOID. ISSUANCE OF THIS PERMIT DOES NOT EXEMPT THE APPLICANT FROM COMPLIANCE WITH OTHER FEDERAL, STATE OR LOCAL PERMITTING REQUIRED FOR PROPERTY DEVELOPMENT. SYSTEM DESIGN AND SPECIFICATIONS T [ 700 ]GPD AEROBIC UNIT CAPACITY MULTI- CHAMBERED /IN SERIES: [Y ] A [ 0 ]GPD MULTI- CHAMBERED /IN SERIES: [Y ] N [ 0 ]GALLONS GREASE INTERCEPTOR CAPACITY K [ 0 ]GALLONS DOSING TANK CAPACITY [ 0 ]GALLONS @ [0 ]DOSES PER 24 HRS # PUMPS[ 0 ] D [ 536 ]SQUARE FEET PRIMARY DRAINFIELD SYSTEM R [ 0 ]SQUARE FEET SYSTEM A TYPE SYSTEM: [ N ]STANDARD [ N ]FILLED [ Y ]MOUND [ N I CONFIGURATION: [ N ]TRENCH [ Y ]BED [ N ] N F LOCATION TO BENCHMARK: C/L NE 13 Ave 4.22' NGVD I ELEVATION OF PROPOSED SYSTEM SITE [ 27.0 ] [ INCHES ] [ BELOW]BENCHMARK /REFERENCE POINT E BOTTOM OF DRAINFIELD TO BE [ 27.0 ] [ INCHES ] [ ABOVE]BENCHMARK /REFERENCE POINT L D FILL REQUIRED: [ 72.0 ]INCHES EXCAVATION REQUIRED: [ 62.0 ] INCHES OTHER REMARKS: AEROBIC TREATMENT UNIT. 1- Install" 0O gal. category -3 septic tank equipped with an approved filter. 2 -The licensed contractor installing the system is responsible for installing the minimum category of tank in accordance with sec. 64E- 6.013(3)(f), FAC. 3- Install 53ai sf of drainfield. 4- Install 42" of slightly limited soil under the bottom of drainfield. 5- Perimeter of excavation area shall be at least 2 ft. wider and longer than the proposed absortion bed or trench. 6- Invert elevation of drainfield to be no less than 5.50' NGVD. 7- Bottom of drainfield elevation to be no less than 5.00' NGVD. An operating permit is requ SPECIFICATIONS BY: Andre, Pau APPROVED BY: Andre, Paul DATE ISSUED: 4/12/06 TITLE: TITLE: Professional Engin Dade CHD EXPIRATION DATE: 10/12/07 DH 4016, 03/97 (Obsoletes previous editions w' .h may not be used) (Stock Number: 5744 - 001 - 4016 -0) [ostds_cons_4016 -11 Page l of 2 STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM CONSTRUCTION PERMIT CONSTRUCTION PERMIT FOR: [ X ]New System [ ]Existing System [ ]Repair [ ]Abandonment CENTRAX #: 13- SG- 27936 DATE PAID: FEE PAID : $ RECEIPT OSTDSNBR : 06-0381--N ]Holding Tank [ ] Innovative Other ]Temporary [ NA ] APPLICANT: Ludicke, Robert & Allison AGENT: SR0890744, SMITH WENDELL PROPERTY STREET ADDRESS: 9999 NE 13 Ave Miami Shores FL 33138 LOT: 1 BLOCK: 4 SUBDIVISION: Earleton Shores [ Section /Township /Range /Parcel No.] PROPERTY ID #: 11- 3205 - 009 -0460 [OR TAX ID NUMBER] SYSTEM MUST BE CONSTRUCTED IN ACCORDANCE WITH SPECIFICATIONS AND STANDARDS OF CHAPTER 64E -6,FAC DEPARTMENT APPROVAL OF SYSTEM DOES NOT GUARANTEE SATISFACTORY PERFORMANCE FOR ANY SPECIFIC TIME PERIOD. ANY CHANGE IN MATERIAL FACTS WHICH SERVED AS A BASIS FOR ISSUANCE OF THIS PERMIT, REQUIRE THE APPLICANT TO MODIFY THE PERMIT APPLICATION. SUCH MODIFICATIONS MAY RESULT IN THIS PERMIT BEING MADE NULL AND VOID. ISSUANCE OF THIS PERMIT DOES NOT EXEMPT THE APPLICANT FROM COMPLIANCE WITH OTHER FEDERAL, STATE OR LOCAL PERMITTING REQUIRED FOR PROPERTY DEVELOPMENT. SYSTEM DESIGN AND SPECIFICATIONS T [ 700 ]GPD AEROBIC UNIT CAPACITY MULTI - CHAMBERED /IN SERIES: [Y ] A [ 0 ]GPD MULTI- CHAMBERED /IN SERIES: [Y ] N [ 0 ]GALLONS GREASE INTERCEPTOR CAPACITY K [ 0 ]GALLONS DOSING TANK CAPACITY [ 0 ]GALLONS @ [0 ]DOSES PER 24 HRS # PUMPS[ 0 ] D [ 536 ]SQUARE FEET PRIMARY DRAINFIELD SYSTEM R [ 0 ]SQUARE FEET SYSTEM A TYPE SYSTEM: [ N ]STANDARD [ N ]FILLED [ Y ]MOUND [ N ] I CONFIGURATION: [ N ]TRENCH [ Y ]BED [ N ] F LOCATION TO BENCHMARK: C/L NE 13 Ave 4.22' NGVD I ELEVATION OF PROPOSED SYSTEM SITE [ 27.0 ] [ INCHES ] [ BELOW] BENCHMARK /REFERENCE POINT E BOTTOM OF DRAINFIELD TO BE [ 27.0 ] [ INCHES ] [ ABOVE ] BENCHMARK/REFERENCE POINT L D FILL REQUIRED: [ 72.0 ]INCHES EXCAVATION REQUIRED: [ 62.0 ] INCHES OTHER REMARKS: AEROBIC TREATMENT UNIT. 1- Instal11,0O gal. category -3 septic tank equipped with an approved filter. 2 -The licensed contractor installing the system is responsible for installing the minimum category of tank in accordance with sec. 64E- 6.013(3)(f), FAC. 3- Install 536 sf of drainfield. 4- Install 42" of slightly limited soil under the bottom of drainfield. 5- Perimeter of excavation area shall be at least 2 ft. wider and longer than the proposed absortion bed or trench. 6- Invert elevation of drainfield to be no less than 5.50' NGVD. 7- Bottom of drainfield elevation to be no less than 5,G� �. An operating permit is requi.' = =d. SPECIFICATIONS BY: Andre, Paula. TITLE: APPROVED BY: Andre, Paul TITLE: Professional Engin Dade CHD DATE ISSUED: 4/12/06 EXPIRATION DATE: 10 /12/07 DH 4016, 03/97 (Obsoletes previous editions which may not be used) (Stock Number: 5744- 001 - 4016 -0) tostds cons 4016 -4L] Page 1 of 2 STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE DISPOSAL SYSTEM SITE EVALUATION AND SYSTEM SPECIFICATIONS APPLICANT: Ludicke, Robert & Allison CENTRAX #: 13 -SG- 27936_ OSTDSNBR : 06- 0381 -N AGENT: WENDELL SMITH, SMITH SEPTIC TANKS OF HOMESTEA SR0890744 LOT: 1 BLOCK: 4 SUBDIVISION: Earleton Shores ID #: 11- 3205 -009 -0460 TO BE COMPLETED BY ENGINEER, HEALTH DEPARTMENT EMPLOYEE, OR OTHER QUALIFIED PERSON. ENGINEER'S MUST PROVIDE REGISTRATION NUMBER AND SIGN AND SEAL EACH PAGE OF SUBMITTAL. COMPLETE ALL ITEMS. PROPERTY SIZE CONFORMS TO SITE PLAN:[X]YES [ ]NO NET USABLE AREA AVAILABLE: 0.32 ACRES TOTAL ESTIMATED SEWAGE FLOW: 500 GALLONS PER DAY [64E -6, TABLE 1] AUTHORIZED SEWAGE FLOW: 800 GALLONS PER DAY [1500GPD /ACRE OR 2500GPD /ACRE] UNOBSTRUCTED AREA AVAILABLE: 1072 SQFT UNOBSTRUCTED AREA REQUIRED: 1429 SQFT BENCHMARK /REFERENCE POINT LOCATION: C/L NE 13 Ave 4.22' NGVD ELEVATION OF PROPOSED SYSTEM SITE IS 27.00 [ INCHES ] [ BELOW ]BENCHMARK /REFERENCE POINT THE MINIMUM SETBACK WHICH CAN BE MAINTAINED FROM THE PROPOSED SYSTEM TO THE FOLLOWING FEATURES: SURFACE WATER: 125 FT DITCHES /SWALES: N/A FT NORMALLY WET? [ ]YES [ X ]NO WELLS: PUBLIC: N/A FT LIMITED USE: N/A FT PRIVATE: N/A FT NON- POTABLE: N/A FT BUILDING FOUNDATIONS: 5 FT PROPERTY LINES: 5 FT POTABLE WATER LINES: 5 FT SITE SUBJECT TO FREQUENT FLOODING: [ ]YES [ X ]NO 10 YEAR FLOOD ELEVATION FOR SITE: 0 FT NGVD SOIL PROFILE INFORMATION SITE 1 Mansell # /Color Texture Depth 10vR -4/1 -n CY T,namy Sand 0 to 14 1 (lYR -7/1 -V P RN Ant i ti c! T,i mom 14 to 72 to tO tO tO tO to USDA SOIL SERIES: 15 Urban land 10 YEAR FLOODING? [ ]YES [ X ]NO SITE ELEVATION: 0 FT NGVD SOIL PROFILE INFORMATION SITE 2 Munsell # /Color Texture Depth 1 OYR -4/1 -n av T.namy Sand P RN On1 i ti n T.i maa USDA SOIL SERIES: 15 Urban land Ato 19 19 to to to to to to to OBSERVED WATER TABLE44.00 INCHES [ BELOW ] EXISTING GRADE TYPE: [ PERCHED ESTIMATED WET SEASON WATER TABLE ELEVATION:44.00 INCHES [ BELOW ] EXISTING GRADE. HIGH WATER TABLE VEGETATION: [ ]YES [X]NO MOTTLING: [ ]YES [X]NO DEPTH: 0.0 INCHES SOIL TEXTURE /LOADING RATE FOR SYSTEM SIZING Replacement/0.70 DEPTH OF EXCAVATION:62.0 INCHES DRAINFIELD CONFIGURATION: [ ]TRENCH [ X ]BED [ ]OTHER (SPECIFY) REMARKS /ADDITIONAL CRITERIA: ATU SITE EVALUATED BY: WENDELL SMITH DH 4015, 03/97 (Obsoletes previous editions which may not be used) (Stock Number: 5744- 003 - 4015 -1) [ostds eval 4015 -3] DATE: 2/4/06 Page 3 of 3 STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE DISPOSAL SYSTEM SITE EVALUATION AND SYSTEM SPECIFICATIONS APPLICANT: Ludicke, Robert & Allison C‘, CENTRAX #: 13- SG- 27936. OSTDSNBR : 06- 0381 -N AGENT: WENDELL SMITH, SMITH SEPTIC TANKS OF HOMESTEA LOT: 1 BLOCK: 4 SRO890744 SUBDIVISION: Earleton Shores ID #: 11- 3205 -009 -0460 TO BE COMPLETED BY ENGINEER, HEALTH DEPARTMENT EMPLOYEE, OR OTHER QUALIFIED PERSON. ENGINEER'S MUST PROVIDE REGISTRATION NUMBER AND SIGN AND SEAL EACH PAGE OF SUBMITTAL. COMPLETE ALL ITEMS. PROPERTY SIZE CONFORMS TO SITE PLAN:[X]YES [ ]NO NET USABLE AREA AVAILABLE: 0.32 ACRES TOTAL ESTIMATED SEWAGE FLOW: 500 GALLONS PER DAY [64E -6, TABLE 1] AUTHORIZED SEWAGE FLOW: 800 GALLONS PER DAY [1500GPD /ACRE OR 2500GPD /ACRE] UNOBSTRUCTED AREA AVAILABLE: 1072 SQFT UNOBSTRUCTED AREA REQUIRED: 1429 SQFT BENCHMARK /REFERENCE POINT LOCATION: C/L NE 13 Ave 4.22' NGVD ELEVATION OF PROPOSED SYSTEM SITE IS 27.00 [ INCHES ] [ BELOW ]BENCHMARK /REFERENCE POINT THE MINIMUM SETBACK WHICH CAN BE MAINTAINED FROM THE PROPOSED SYSTEM TO THE FOLLOWING FEATURES: SURFACE WATER: 125 FT DITCHES /SWALES: N/A FT NORMALLY WET? [ ]YES [ X ]NO WELLS: PUBLIC: N/A FT LIMITED USE: N/A FT PRIVATE: N/A FT NON-POTABLE: N/A FT BUILDING FOUNDATIONS: 5 FT PROPERTY LINES: 5 FT POTABLE WATER LINES: 5 FT SITE SUBJECT TO FREQUENT FLOODING: [ ]YES [ X ]NO 10 YEAR FLOOD ELEVATION FOR SITE: 0 FT NGVD SOIL PROFILE INFORMATION SITE 1 Mansell # /Color Texture 10m-4/1 -n my T.namy Rand 10YR -7/3 -V P RN An1 i ti n. TA MAR USDA SOIL SERIES: 15 Urban land Depth n to 14 14 to 72 tO to tO to tO tO 10 YEAR FLOODING? [ ]YES [ X ]NO SITE ELEVATION: 0 FT NGVD SOIL PROFILE INFORMATION SITE 2 Mansell # /Color Texture 1 OYR -4/1 -n (ZY T.namy Rand 1 0YR -7 /R -V P RN Ant i ti c! T.i mAR, USDA SOIL SERIES: 15 Urban land Depth 0 tO 12 12 tO to tO to to tO tO OBSERVED WATER TABLE44.00 INCHES [ BELOW ] EXISTING GRADE TYPE: [ PERCHED ESTIMATED WET SEASON WATER TABLE ELEVATION :44.00 INCHES [ BELOW ] EXISTING GRADE. HIGH WATER TABLE VEGETATION: [ ]YES [X]N0 MOTTLING: [ ]YES [X]NO DEPTH: 0.0 SOIL TEXTURE /LOADING RATE FOR SYSTEM SIZING:Replacement/0.70 DEPTH OF EXCAVATION:62.0 DRAINFIELD CONFIGURATION: [ ]TRENCH [ X ]BED [ ]OTHER (SPECIFY) REMARKS /ADDITIONAL CRITERIA: ATU INCHES INCHES SITE EVALUATED BY: WENDELL SMITH DH 4015, 03/97 (Obsoletes previous editions which may not be used) (Stock Number: 5744 - 003 - 4015 -1) [ostds eval 4015 -3] DATE: 2/4/06 Page 3 of 3