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13-49-000� r �r q FORM 405 -10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CO Florida Department of Business and Professional Regulation - Residential Perfo Project Name: Palmcorp Development Group Lot 9 Builder Name: Street: Ce't'13Magnolia Court Permit Office: South Miami City, State, Zip: sduih Miami, FL, 33143- Permit Number: Owner: Palmcorp Development Group Jurisdiction: 233300 Design Location: FL, Miami 1. New construction or existing New (From Plans) 9. Wall Types (3518.2 sqft.) Insulation Area 2. Single family or multiple family Single- family a. Concrete Block - Int Insul, Exterior R =4.1 3274.30 ft2 b. Frame - Steel, Adjacent R =11.0 243.83 ft2 3. Number of units, if multiple family 1 c. N/A R= ft 2 4. Number of Bedrooms 4 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types (1440.0 sqft.) Insulation Area a. Under Attic (Vented) R =19.0 1440.00 ft2 6. Conditioned floor area above grade (ft2) 2649 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(437.7 sqft.) Description Area a. Sup: Attic, Ret: 1st Floor, AH: 1st Floor 6 260 a. U- Factor: Dbl, U =0.87 437.68 ft2 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 300 SHGC: SHGC =0.50 b. U- Factor: N/A ft2 12. Cooling systems kBtu /hr Efficiency SHGC: a. Central Unit 29.6 SEER:16.00 c. U- Factor: N/A ft2 b. Central Unit 29.6 SEER:16.00 SHGC: 13. Heating systems kBtu /hr Efficiency d. U- Factor: N/A ft2 a. Electric Strip Heat 17.0 COP:1.00 SHGC: b. Electric Strip Heat 25.5 COP:1.00 Area Weighted Average Overhang Depth: 3.836 ft. Area Weighted Average SHGC: 0.500 14. Hot water systems 8. Floor Types (1440.0 sqft.) Insulation Area a. Electric Tankless Cap: 1 gallons a. Slab -On -Grade Edge Insulation R =0.0 1209.00 ft2 b. Conservation features EF: 1.033 b. Raised Floor R =0.0 231.00 ft2 None c. N/A R= ft2 15. Credits Pstat Total Proposed Modified Loads: 68.09 Glass /Floor Area:` 0.1,6 5 .` „a,y�.<�h PASS ^' _... °+Total Standard Reference Loads: 84.64 I hereby Ian's certify that th . and st efajfi atioFrs�covered by Review of the plans and "jJAE S74 this calculation are, liant with tlFlorida Energy specifications covered by this � Off, Code. �{ y �4(��. '. calculation indicates compliance f�1 a+ with the Florida Energy Code. yt PREPARED BY 'fir . Before construction is completed DATE: ' '� ' this building will be inspected for€ compliance with Section 553.908 n " y �w' ` AC! I hereby certify that this''�t7ildirig as de'signec7; is in compliance �" Florida Statutes. - with the Florida Energy Co &e. N~ OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: - Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist - Heat sys #1 may be undersized. Size of 17.0 was increased to 18.5 for simulation. Please review the Manual J8 report.- Cool sys #1 may be undersized. Size of 29.6 was increased to 29.6 for simulation. Please review the Manual J8 report.- Cool sys #2 may be undersized. Size of 29.6 was increased to 29.6 for simulation. Please review the Manual J8 report. 9118/2012 8:21 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page,1 of 6 Nf 9/18/2012 8:21 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 6 PROJECT Title: Palmcorp Development Group Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2649 Lot # Owner: Palmcorp Development Group Total Stories: 2 Block/SubDivision: # of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 6')3 Magnolia Court Permit Office: South Miami Cross Ventilation: County: Dade Jurisdiction: 233300 Whole House Fan: City, State, Zip: South Miami , Family Type: Single- family FL, 33143 - New /Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5% 2.5% Winter Summer Degree Days Moisture Range FL, Miami FL_MIAMI_INTL_AP 1 51 90 70 75 149.5 56 Low BLOCKS Number Name Area Volume 1 Blockl 1209 13299 2 Block2 1440 15840 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1 st Floor 1209 13299 Yes 5 1 1 Yes Yes Yes 2 2nd Floor 1440 15840 No 6 3 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter Perimeter R -Value Area Joist R -Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio 1st Floor 157 ft 0 1209 ft2 ____ 1 0 0 2 Raised Floor 2nd Floor ___ ____ 231 ft2 0 1 0 0 ROOF / Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Gable or shed Composition shingles 1518 ft2 240 ft2 Dark 0.96 No 0.9 No 19 18.4 ATTIC RBS IRCC V # Type Ventilation Vent Ratio (1 in) Area 1 Full attic Vented 150 1440 ft2 N N 9/18/2012 8:21 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 6 9/18/2012 8:21 PM 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) 2nd Floor 19 1440 ft2 0.11 Wood WALLS Adjacent Space P Cavity Width Height Sheathing Framing Solar Below u 1 W Garage Frame - Steel 1 st Floor 11 19 9 11 0 217.25 ft2 0 0 0.75 0 2 S Garage Frame - Steel 1 st Floor 11 2 5 11 0 26.58333 0 0 0.75 0 3 W Exterior Concrete Block - Int Insul 1 st Floor 4.0999 7 3 11 0 79.75 ft2 0 0 0.75 0 4 W Exterior Concrete Block - Int Insul 1st Floor 4.0999 13 0 11 0 143 ft2 0 0 0.75 0 5 N Exterior Concrete Block - Int Insul 1st Floor 4.0999 27 4 11 0 300.6666 0 0 0.75 0 6 N Exterior Concrete Block - Int Insul 1st Floor 4.0999 11 4 11 0 124.6666 0 0 0.75 0 7 E Exterior Concrete Block - Int Insul 1st Floor 4.0999 11 6 11 0 126.5 ft2 0 0 0.75 0 8 E Exterior Concrete Block - Int Insul 1 st Floor 4.0999 28 6 11 0 313.5 ft2 0 0 0.75 0 9 S Exterior Concrete Block - Int Insul 1 st Floor 4.0999 36 3 11 0 398.75 ft2 0 0 0.75 0 10 W Exterior Concrete Block - Int Insul 2nd Floor 4.0999 33 6 11 0 368.5 ft2 0 0 0.75 0 11 W Exterior Concrete Block - Int Insul 2nd Floor 4.0999 6 6 11 0 71.5 ft2 0 0 0.75 0 12 N Exterior Concrete Block - Int Insul 2nd Floor 4.0999 41 3 11 0 453.75 ft2 0 0 0.75 0 13 E Exterior Concrete Block - Int Insul 2nd Floor 4.0999 40 0 11 0 440 ft2 0 0 0.75 0 14 S Exterior Concrete Block - Int Insul 2nd Floor 4.0999 41 3 11 0 453.75 ft2 0 0 0.75 0 DOORS # Omt Door Type Space Storms U -Value Width Height Area Ft In Ft In 1 E Insulated 1st Floor None 0.460000 3 0 6 8 20 ft2 2 E Insulated 1st Floor None 0.460000 3 0 6 8 48 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. V Wall Overhang # Omt ID Frame Panes NFRC U- Factor SHGC Area Depth Separation Int Shade Screening 1 W 4 Metal Double (Clear) Yes 0.87 0.5 25.69444 1 ft 0 in 12 ft 4 in None None 2 N 5 Metal Double (Clear) Yes 0.87 0.5 18.40277 1 ft 0 in 12 ft 4 in None None 3 N 6 Metal Double (Clear) Yes 0.87 0.5 22.61111 11 ft 6 in 1 ft 5 in None None 4 E 7 Metal Double (Clear) Yes 0.87 0.5 48 ft2 11 ft 4 in 0 ft 7 in None None 5 E 8 Metal Double (Clear) Yes 0.87 0.5 64 ft2 1 ft 0 in 11 ft 6 in None None 6 S 9 Metal Double (Clear) Yes 0.87 0.5 20 ft2 1 ft 0 in 11 ft 6 in None None 7 S 9 Metal Double (Clear) Yes 0.87 0.5 25.69444 1 ft 0 in 12 ft 4 in None None 8 W 10 Metal Double (Clear) Yes 0.87 0.5 25.69444 1 ft 0 in 4 ft 2 in None None 9 W 10 Metal Double (Clear) Yes 0.87 0.5 25.69444 1 ft 0 in 1 ft 3 in None None 10 W 11 Metal Double (Clear) Yes 0.87 0.5 48 ft2 11 ft 7 in 1 ft 4 in None None 11 N 12 Metal Double (Clear) Yes 0.87 0.5 36.80555 1 ft 0 in 1 ft 3 in None None 12 E 13 Metal Double (Clear) Yes 0.87 0.5 51.38888 1 ft 0 in 1 ft 3 in None None 13 S 14 Metal Double (Clear) Yes 0.87 0.5 25.69444 1 ft 0 in 1 ft 3 in None None 9/18/2012 8:21 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 6 9/18/2012 8:21 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software - Page 4 of 6 GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 407.88 ft2 407.88 ft2 25.2 ft 11 ft 11 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Best Guess 0.000500 3474.1 190.72 358.69 0.4247 7.1536 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 2 Electric Strip Heat Electric Strip Heat None None COP: 1 17 kBtu /hr 1 COP: 1 25.5 kBtu /hr 2 sys #1 sys #2 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 2 Central Unit Central Unit None None SEER: 16 29.6 kBtu /hr 888 cfm 0.8 1 SEER: 16 29.6 kBtu /hr 888 cfm 0.8 2 sys #1 sys #2 HOT WATER SYSTEM # System Type SubTpe Location EF Cap Use SetPnt Conservation 1 Electric Tankless Garage 0.95 1 gal 70 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft2 DUCTS V # - -- Supply - -- Location R -Value Area -- Return - - -- Air Percent Location Area Leakage Type Handler CFM 25 Leakage QN RLF HVAC # Heat Cool 1 2 Attic 6 260 ft2 Attic 6 300 ft2 1st Floor 2nd Floor 1 ft2 Default Leakage 1st Floor (Default) (Default) % 1 ft2 Default Leakage 2nd Floor (Default) (Default) % 1 1 2 2 9/18/2012 8:21 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software - Page 4 of 6 9/18/2012 8:21 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 5 of 6 C TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling j Jan Heating Jan Feb Feb Mar Mar [ ] [ ] Apr [ ] Apr [ ] May [X] Jun May [ ] Jun Jul Jul AuSep JXJ Aug Se Oct Oct Nov Nov Dec Dec 4X] Ventin ] Jan Feb X Mar [X] A r [ ] Ma [ ] Jun [ Jul tj Aug Se Oct X Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) 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 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System Fans /ERV 0 70 48 0 2 - Electric Strip Heat % 2 - Central Unit 9/18/2012 8:21 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 5 of 6 C FORM 405 -10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: 6113 Magnolia Court PERMIT #: South Miami, FL, 33143- 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 & 403.1 At least one thermostat shall be provided for each separate heating controls 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 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. 403.3.3 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/ R -2 + accessible manual OFF switch. Mechanical 403.5 Homes designed to operate at positive pressure or with mechanical ventilation 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 403.9 Pool pumps and pool pump motors with a total horsepower (HP) of = 1 & Spas 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 403.6 Sizing calculation performed & attached. Minimum efficiencies per Tables 503.2.3. Equipment efficiency verification required. Special equipment 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. 9/18/2012 8:21 PM EnergyGaugeO USA - FlaRes2010 Section 405.4.1 Compliant Software Page 6 of 6 i ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 80 The lower the EnergyPerformance Index, the more efficient the home. UT�3 Magnolia Court, South Miami, FL, 33143- 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single- family a. Concrete Block - Int Insul, Exterior R =4.1 3274.30 ft2 b. Frame - Steel, Adjacent R =11.0 243.83 ft 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R =19.0 1440.00 ft2 6. Conditioned floor area (ft2) 2649 b. N/A R= ft2 c. N/A R= ft2 7. Windows - Description Area 11. Ducts R ft 2 a. U- Factor: Dbl, U =0.87 437.68 ft2 a. Sup: Attic, Ret: 1st Floor, AH: 1st Floor 6 260 SHGC: SHGC =0.50 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 300 b. U- Factor: N/A ft2 SHGC: 12. Cooling systems kBtu /hr Efficiency c. U- Factor: N/A ft2 a. Central Unit 29.6 SEER:16.00 SHGC: b. Central Unit 29.6 SEER:16.00 d. U- Factor: N/A ft2 13. Heating systems kBtu /hr Efficiency SHGC: a. Electric Strip Heat 17.0 COP:1.00 Area Weighted Average Overhang Depth: 3.836 ft. b. Electric Strip Heat 25.5 COP:1.00 Area Weighted Average SHGC: 0.500 8. Floor Types Insulation Area 14. Hot water systems Cap: 1 gallons a. Slab -On -Grade Edge Insulation R =0.0 1209.00 ft 2 a. Electric EF: 0.95 b. Raised Floor R =0.0 231.00 ft2 b. Conservation features c. N/A R= ft2 None 15. Credits Pstat s L aNgt- I certify that this home has complied with the Florida E ergy 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 combiant features. Builder Signature: Date: l o l l 3 Address of New Home: City /FL Zip: M ILli1 � � s CA xti * fi Cap WF *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638 -1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. * *Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Residential System Sizing Calculation Summary Palmcorp Development Group Project Title: 6273 Magnolia Court Palmcorp Development Group Lot 9 South Miami, FL 33143- 9/18/2012 Location for weather data: Miami, FL - Defaults: Latitude(25.82) Altitude(7 ft.) Temp Range(L) Humidity data: Interior RH 50% Outdoor wet bulb 77F Humidity difference 56 r. Window total 438 Winter design temperature(TMY3 99 %) 49 F Summer design temperature(TMY3 99 %) 92 F Winter setpoint 70 F Summer setpoint 75 F Winter temperature difference 21 F Summer temperature difference 17 F Total heating load calculation 34494 Btuh Total cooling load calculation 55430 Btuh Submitted heating capacity % of calc Btuh Submitted cooling capacity % of calc Btuh Total (Electric Strip Heat) 123.2 42500 Sensible (SHR = 0.82) 106.9 48544 0 34494 Latent 106.3 10656 cfm 0 Btuh Total 106.8 59200 Winter Haatinn I narl (fnr 9649 cnft) WINTER CALCULATIONS L 0uas(17 %) Load com onent Load Load Window total Window total 438 sqft 7996 Btuh Wall total 3012 sqft 9297 Btuh Door total 68 sqft 657 Btuh Ceiling total 1440 sqft 806 Btuh Floor total See detail report Btuh 5756 Btuh Infiltration 173 cfm 3995 Btuh Duct loss Sens. Ventilation 0 cfm 5986 Btuh Subtotal 0 34494 Btuh Ventilation 0 cfm 0 Btuh TOTAL HEAT LOSS Btuh Latent gain(infiltration) 34494 Btuh mn(12%) Doora(2 %) Ft- -(17 %) SUMMER CALCULATIONS Summer Cnnlinn I nnri (fnr 9849 cnft) Load com onent Load Window total 438 sqft 18587 Btuh Wall total 3012 sqft 7526 Btuh Door total 68 sqft 1001 Btuh Ceiling total 1440 sqft 2150 Btuh Floor total 1422 Btuh Infiltration 173 cfm 3234 Btuh Internal gain 5930 Btuh Duct gain 5554 Btuh Sens. Ventilation 0 cfm 0 Btuh Blower Load 0 Btuh Total sensible gain 45404 Btuh Latent gain(ducts) 1240 Btuh Latent gain(infiltration) 6586 Btuh Latent gain(ventilation) 0 Btuh Latent gain(internal /occupants /other) 2200 Btuh Total latent gain 10026 Btuh TOTAL HEAT GAIN 55430 Btuh FiHKI7RI. J� Latent tnternat(4 %) mt.c windms(23 %) ceftg9(2%) wa0s(27 %) DuCW12%) mn.(1s %> D.arg%) h. dows(34 %) IVCef6n ga(4 %) Waft(t 4 %) EnergyGaugeO yste PREPARED B DATE: a /a EnergyGauge® / USRFZB 0.0 ' • „ . � r. :..r EnergyGauge® / USRFZB v3.0 Page 1 Type* Overhang Window Area(sqft) HTM Load Window Panes SHGC U InSh IS Omt Len Hgt Gross Shaded Unshaded Shaded Unshaded 1 2 NFRC 0.50, 0.87 No No W 1.0ft. 12.3f 25.7 0.0 25.7 26 64 1633 Btuh 2 2 NFRC 0.50, 0.87 No No N 1.0ft. 12.3f 18.4 0.0 18.4 26 26 472 Btuh 3 2 NFRC 0.50, 0.87 No No N 11.5f 1.4ft. 22.6 0.0 22.6 26 26 580 Btuh 4 2 NFRC 0.50, 0.87 No No E 11.3f 0.6ft. 48.0 48.0 0.0 26 64 1230 Btuh 5 2 NFRC 0.50, 0.87 No No E 1.0ft. 11.5f 64.0 0.0 64.0 26 64 4067 Btuh 6 2 NFRC 0.50, 0.87 No No S 1.0ft. 11.5f 20.0 0.0 20.0 26 27 544 Btuh 7 2 NFRC 0.50, 0.87 No No S 1.0ft. 12.3f 25.7 0.0 25.7 26 27 698 Btuh 8 2 NFRC 0.50, 0.87 No No W 1.0ft. 4.2ft. 25.7 0.0 25.7 26 64 1633 Btuh 9 2 NFRC 0.50, 0.87 No No W 1.0ft. 1.3ft. 25.7 0.0 25.7 26 64 1633 Btuh 10 2 NFRC 0.50, 0.87 No No W 11.6f 1.3ft. 48.0 48.0 0.0 26 64 1230 Btuh 11 2 NFRC 0.50, 0.87 No No N 1.0ft. 1.3ft. 36.8 0.0 36.8 26 26 943 Btuh 12 2 NFRC 0.50, 0.87 No No E 1.0ft. 1.3ft. 51.4 0.0 51.4 26 64 3265 Btuh 13 2 NFRC 0.50, 0.87 No No S 1.0ft. 1.3ft. 25.7 25.7 0.0 26 27 659 Btuh Window Total 1 1 438 (sqft) 18587 Btuh Walls Type U -Value R -Value Area(sqft) HTM Load Cav /Sheath 1 Frame - Steel - Adj 0.12 11.0/0.0 197.3 2.0 398 Btuh 2 Frame - Steel - Adj 0.12 11.0/0.0 26.6 2.0 54 Btuh 3 Concrete Blk,Hollow - Ext 0.15 4.1/0.0 31.8 2.5 81 Btuh 4 Concrete Blk,Hollow - Ext 0.15 4.1/0.0 117.3 2.5 298 Btuh 5 Concrete Blk,Hollow - Ext 0.15 4.1/0.0 282.3 2.5 716 Btuh 6 Concrete Blk,Hollow - Ext 0.15 4.1/0.0 102.1 2.5 259 Btuh 7 Concrete Blk,Hollow - Ext 0.15 4.1/0.0 78.5 2.5 199 Btuh 8 Concrete Blk,Hollow - Ext 0.15 4.1/0.0 249.5 2.5 633 Btuh 9 Concrete Blk,Hollow - Ext 0.15 4.1/0.0 353.1 2.5 896 Btuh 10 Concrete Blk,Hollow - Ext 0.15 4.1/0.0 317.1 2.5 805 Btuh 11 Concrete Blk,Hollow - Ext 0.15 4.1/0.0 23.5 2.5 60 Btuh 12 Concrete Blk,Hollow - Ext 0.15 4.1/0.0 416.9 2.5 1058 Btuh 13 ConcreteBlk,Hollow - Ext 0.15 4.1/0.0 388.6 2.5 986 Btuh 14 Concrete Blk,Hollow - Ext 0.15 4.1/0.0 428.1 2.5 1086 Btuh Wall Total 3012 (sqft) 7526 Btuh Doors Type Area (sqft) HTM Load 1 Insulated - Garage 20.0 14.7 294 Btuh 2 Insulated - Exterior 48.0 14.7 707 Btuh Door Total 68 (sqft) 1001 Btuh Ceilings Type /Color /Surface U -Value R -Value Area(sqft) HTM Load 1 Vented Attic/DarkShingle 0.027 19.0/19.0 1440.0 1.49 2150 Btuh Ceiling Total 1440 (sqft) 2150 Btuh Floors Type R -Value Size HTM Load 1 Slab On Grade 0.0 1209 (ft- perimeter) 0.0 0 Btuh 2 Raised - Open 0.0 231 (sqft) 6.2 1422 Btuh Floor Total 1440.0 (sqft) 1422 Btuh Envelope Subtotal: 30686 Btuh EnergyGauge® / USRFZB v3.0 Page 1 Manual J Summer Calculations Residential Palmcorp Development Group 6273 Magnolia Court South Miami, FL 33143- Load - Component Detai Project Title: Palmcorp Development Group Lot 9 Is (continued) Climate: FL_MIAMI_INTL AP 9/18/2012 Infiltration Type Average ACH Volume(cuft) Wall Ratio CFM= Natural(Adjusted for ventilation) 0.36 29139 .1 173.0 Load 3234 Btuh Internal gain Occupants Btuh /occupant Appliance 11 X 230 + 3400 Load 5930 Btuh Sensible Envelope Load: 39850 Btuh Duct load (DGMs vary for Mixed ducts) 5554 Btuh Sensible Load All Zones 45404 Btuh EnergyGauge® / USRFZB v3.0 Page 2 Manual J Summer Calculations Residential Load - Component Details (continued) Palmcorp Development Group Project Title: Climate: FL_MIAMI_INTL_AP 6273 Magnolia Court Palmcorp Development Group Lot 9 South Miami, FL 33143- 9/18/2012 1. Central Unit # 29600 Btuh 2. Central Unit # 29600 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 medium weave, half closed For Roller shades: Assume translucent, half closed (IS - Insect screen: none(N), Full(F) or Half(' /2)) (Omt - compass orientation) Version 8 EnergyGaugeO / USRFZB v3.0 Page 3 Sensible Envelope Load All Zones 39850 Btuh Sensible Duct Load 5554 Btuh Total Sensible Zone Loads 45404 Btuh Sensible ventilation 0 Btuh Blower 0 Btuh Whole House Total sensible gain 45404 Btuh Totals for Cooling Latent infiltration gain (for 56 gr. humidity difference) 6586 Btuh Latent ventilation gain 0 Btuh Latent duct gain 1240 Btuh Latent occupant, gain (11.0 people @ 200 Btuh per person) 2200 Btuh Latent other gain 0 Btuh Latent total gain 10026 Btuh TOTAL GAIN 55430 Btuh 1. Central Unit # 29600 Btuh 2. Central Unit # 29600 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 medium weave, half closed For Roller shades: Assume translucent, half closed (IS - Insect screen: none(N), Full(F) or Half(' /2)) (Omt - compass orientation) Version 8 EnergyGaugeO / USRFZB v3.0 Page 3 System Sizing C Residential Load - Whole Palmcorp Development Group 627.3 Magnolia Court South Miami, FL 33143- alculations - Winter House Co Project Title: Palmcorp Development Group Lot 9 Building Type: User Corn Details 9/18/2012 Reference City: Miami, FL (Defaults) Winter Temperature Difference: 21.0 F (TMY3 99 %) Window. Panes/Type Frame U Orientation Area s ft X HTM= Load 1 2, NFRC 0.50 Metal 0.87 W 25.7 18.3 469 Btuh 2 2, NFRC 0.50 Metal 0.87 N 18.4 18.3 336 Btuh 3 2, NFRC 0.50 Metal 0.87 N 22.6 18.3 413 Btuh 4 2, NFRC 0.50 Metal 0.87 E 48.0 18.3 877 Btuh 5 2, NFRC 0.50 Metal 0.87 E 64.0 18.3 1169 Btuh 6 2, NFRC 0.50 Metal 0.87 S 20.0 18.3 365 Btuh 7 2, NFRC 0.50 Metal 0.87 S 25.7 18.3 469 Btuh 8 2, NFRC 0.50 Metal 0.87 W 25.7 18.3 469 Btuh 9 2, NFRC 0.50 Metal 0.87 W 25.7 18.3 469 Btuh 10 2, NFRC 0.50 Metal 0.87 W 48.0 18.3 877 Btuh 11 2, NFRC 0.50 Metal 0.87 N 36.8 18.3 672 Btuh 12 2, NFRC 0.50 Metal 0.87 E 51.4 18.3 939 Btuh 13 2, NFRC 0.50 Metal 0.87 S 25.7 18.3 469 Btuh Window Total 437.7 s ft 7996 Btuh Walls Type Ornt. Ueff. R -Value Area X HTM= Load (Cav /Sh) 1 Frame - Steel - Adj (0.119) 11.0/0.0 197 2.49 491 Btuh 2 Frame - Steel - Adj (0.119) 11.0/0.0 27 2.49 66 Btuh 3 Conc Blk,Hollow - Ext (0.149) 4.1/0.0 32 3.13 100 Btuh 4 Conc Blk,Hollow - Ext (0.149) 4.1/0.0 117 3.13 368 Btuh 5 Conc Blk,Hollow - Ext (0.149) 4.1/0.0 282 3.13 885 Btuh 6 Conc Blk,Hollow - Ext (0.149) 4.1/0.0 102 3.13 320 Btuh 7 Conc Blk,Hollow - Ext (0.149) 4.1/0.0 79 3.13 246 Btuh 8 Conc Blk,Hollow - Ext (0.149) 4.1/0.0 250 3.13 782 Btuh 9 Conc Blk,Hollow - Ext (0.149) 4.1/0.0 353 3.13 1106 Btuh 10 Conc Blk,Hollow - Ext (0.149) 4.1/0.0 317 3.13 994 Btuh 11 Conc Blk,Hollow - Ext (0.149) 4.1/0.0 24 3.13 74 Btuh 12 Conc Blk,Hollow - Ext (0.149) 4.1/0.0 417 3.13 1307 Btuh 13 Conc Blk,Hollow - Ext (0.149) 4.1/0.0 389 3.13 1218 Btuh 14 Conc Blk,Hollow - Ext (0.149) 4.1/0.0 428 3.13 1341 Btuh Wall Total 3012 s ft 9297 Btuh Doors Type Storm Ueff. Area X HTM= Load 1 Insulated - Garage, n (0.460) 20 9.7 193 Btuh 2 Insulated - Exterior, n (0.460) 48 9.7 464 Btuh Door Total 68 s ft 657Btuh Ceilings Type /Color /Surface Ueff. R -Value Area X HTM= Load 1 Vented Attic /D /Shing (0.027) 19.0/19.0 1440 0.6 806 Btuh Ceilin Total 1440 s ft 806Btuh Floors Type Ueff. R -Value Size X HTM= Load 1 Slab On Grade (1.180) 0.0 157.0 ft(perim.) 24.8 3890 Btuh 2 Raised - Open (0.385) 0.0 231.0 sqft 8.1 1866 Btuh Floor Total 1440 s ft 5756 Btuh EnergyGaugeO / USRFZB 0.0 Page 1 J 1 Manual J Winter Calculations Residential Load - Component Details (continued) Palmcorp Development Group Project Title: 6Zj3 Magnolia Court Palmcorp Development Group Lot 9 South Miami, FL 33143- Building Type: User 9/18/2012 Subtotal Sensible Heat Loss 34494 Btuh Totals for Heating Ventilation Sensible Heat Loss 0 Btuh Total Heat Loss 34494 Btuh 1. Electric Strip Heat 17000 Btuh 2. Electric Strip Heat 25500 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) EnergyGauge® / USRFZB v3.0 Version 8 Page 2 Envelope Subtotal: 24513 Btuh Infiltration Type Wholehouse ACH Volume(cuft) Wall Ratio CFM= Natural 0.30 29139 1.00 173.0 3995 Btuh Duct load (DLM of Mixed ducts) 5986 Btuh All Zones Sensible Subtotal All Zones 34494 Btuh Subtotal Sensible Heat Loss 34494 Btuh Totals for Heating Ventilation Sensible Heat Loss 0 Btuh Total Heat Loss 34494 Btuh 1. Electric Strip Heat 17000 Btuh 2. Electric Strip Heat 25500 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) EnergyGauge® / USRFZB v3.0 Version 8 Page 2 PMM Consulti'' Engineers, Corp. CA 9135 P.O. Box 557823, Miami Florida 33255 Tel: 305- 661 -9918 Fax: 305- 675 -2350 Structural Calculations For PalmCorp Development (Milano). i �� I_ VV ,6273 Magnolia Ct.� 09 -11 -12 These Calculations contain manual structural calculations. Computations were performed to the best of our knowledge according to. sound and generally accepted engineering principals and .Code requirements. The sign and seal provided herein is meant to cover all computation sheets pages 1 through N MAR C . N 650 • STATE OF Fl P IM 550 " ,AN 0 8 2a, Project: 6738 Poinciana Ct Project No.: 11019 Design Parameters. • Florida Building Code, 2010 Edition, HVHZ • Wind (House Addition, Garage) o ASCE 7 -10 o Wind Velocity 175 MPH. o Risk Category II o Exposure C o. Importance 1.0 o Kd 1.0 o Kz 0.85 o GCpi 0.18 (Enclosed Structures) o GCpi 0.55 (Partially Enclosed Structures) • Concrete Strength at 28 days - 3000 PSI • Reinforcing - 60,000 PSI Structural Steel Angle and Plates, ASTM A36 — 36,000 PSI • Structural Square /Rectangular Sections ASTM A500, Grade B — 46,000 PSI • Headed Studs ASTM A108 • Bolts ASTM A325. • Wood Fb 1,200 PSI. • Masonry — F'm 1,500 PSI (F'c= 1900PS1) • Design Loads • Roof Loads • Live Load 30 PSF • Dead Load 20 PSF • System Load 5 PSF • Floor Loads ■ Live Load 40 PSF ■ Dead Load 20 PSF System Load - See Plans • Stairs ■ Live Load 100 PSF • Soil Bearing Capacity — 2000 PSF Project Name: MILANO Location: CITY OF MIAMI By: PAM Start Date: 09/06/2012 Comments: \STRUCTMINDS.wis MILANO September 6, 2012 ASCE7 - -10 Local Information Wind Dir. Exposure 1. C 2 C 3 C 4 C Basic Wind Speed: 175 mph Topography: None Optional Factors This project uses load combinations from sources other than in ASCE 7 Section 2. WLS4 -- [1.4] Copyright © 2020 SDG, Inc. Page 1 of 9 �a�n1 Dev - Model C. Section -.. Main . Section Enclosure Classification: Enclosed Building Category: II Wall Length(ft) Overhang(ft) 1 40.0 0.0 -2 38.0 0.0 3 40.0 0.0 4 38.0 0.0 ,Save Height: 21.5 ft Parapet Height: 0 ft Parapet Enclosure: Solid Roof Shape: Hipped Roof Slope( 12) A &B 4.0 C &D 4.0 January 26, 2011 ASCE7 -05 rL� U XABW1 I/ �I W4 Front Right C D A C B B. W1 W4 W3 W4 W3 W2 Wind Loads on Structures 2005 — [1.10] Copyright © 2000 SDG, Inc. Page 2 of 8 Palm Dev - Model C Composite Drawing January 26, 2011 ASCE7 -05 4 Wind Loads on Structures 2005 -- [1.10] Copyright © 2000 SDG, Inc. Page 3 of S L Component Description Wall /Roof ISurface Label I Zone I Span(ft) Width(ft) I Area(sqft) ROOFING Roof A (All) 1.0 10.0 10 MASONRY 1st FLOOR Wall 1 4 10.5 4.0 42 MASONRY 2nd FLOOR Wall 1 4 9.0 4.0 36 TRUSS A Roof A (All) 7.0 2.0 16.33333 TRUSS B Roof A (All) 35.3 2.0 416.0696 TRUSS C Roof A (All) 32.1 2.0 343.0421 TRUSS D Roof A (All) 33.7 2.0 377.8896 TRUSS E Roof A (All) 19.8 2.0 1.31.0763 TRUSS F Roof A (All) 5.0 2.0 10 TRUSS G Roof A (All) 7.8 2.0 20.28 TRUSS H Roof A (All) 3.0 2.0 6 TRUSS GIRDER 1 Roof . A (All) 35.3 4.5 416.0696 TRUSS GIRDER 2 Roof -A (All) 33.7 4.5 377.9 TRUSS GIRDER 3 Roof A (All) 12.3 3.5 50.7 TRUSS GIRDER 4 Roof A (All) 19.8 3.5 131.1 TRUSS GIRDER 5. Roof A (All) 7.8 2.5 20.28 WLS4 -- [1.4] Copyright ©2020 SDG, Inc. Page 4 of 9 r ti T MILANO September 6, 2012 ASCE7 -10 Components and-Cladding OUtpUt Component Description Surface Zone z(ft) q(psf) GCp GCpi I ExtPres(psf) Net w/ +GCpi (psf) I Net w/ -GCpi (psf) ROOFING A 1 24.7 73.9 0.50 0.18 37.0 23.6 50.3 24.7 73.9 -0.90 -66.5 -79.8 -53.2 2 24.7 73.9 0.50 37.0 23.6 50.3 24.7 73.9 -1.70 -125.6 -138.9 -112.3 3 24.7 73.9 0.50 37.0 23.6 50.3 24.7 73.9 -1.70 - 125.6 -138.9 -112.3 MASONRY 1st FLOOR 1 4 24.7 73.9 0.89 0.18 65.8 52.5 79.1 24.7 73.9 -0.99 -73.2 -86.5 -59.9 MASONRY 2nd FLOOR 1 4 24.7 73.9 0.90 0.18 66.5 53.2 79.8 24.7 73.9 -1.00 -73.9 -87.2 -60.6 TRUSS A A 1 24.7 73.9 0.46 0.18 34.0 20.7 47.3 24.7 73.9 -0.88 -65.0 -78.3 -51.7 . 2 24.7 73.9 0.46 34.0 20.7 47.3 24.7 73.9 -1.59 -117.5 -130.8 -104.2 3 24.7 73.9 0.46 34.0 20.7 47.3 24.7 73.9 -1.59 -117.5 -130.8 -104.2 TRUSS B A 1 24.7. 73.9 0.30 0.18 22.2 8.9 35.5 24.7 73.9 -0.80 -59.1 -72.4 -45.8 2 24.7 73.9 0.30 22.2 8.9 35.5 24.7 73.9 -1.20 -88.7 -102.0 -75.4 3 24.7 73.9 0.30 22.2 8.9 35.5 24.7 73.9 -1.20 -88.7 -102.0 -75.4 TRUSS C A 1 24.7 73.9 0.30 0.18 22.2 8.9 35.5 24.7 73.9 -0.80 -59.1 -72.4 -45.8 2 24.7 73.9 0.30 22.2 8.9 35.5 24.7 73.9 -1.20 -88.7 -102.0 -75.4 3 24.7 73.9 0.30 22.2 8.9 35.5 24.7 73.9 -1.20 -88.7 -102.0 -75.4 TRUSS D A 1 24.7 73.9 0.30 0.18 22.2 8.9 35.5 24.7 73.9 -0.80 -59.1 -72.4 -45.8 WLS4 -- [1.4] Copyright © 2020 SDG, Inc. I Page 5 of 9 r WLS4 -- [1.4] Copyright © 2020 SDG, Inc. Page 6 of 9 24.7 173.9 - 0.80. -59.1. -72.4 45.8 Component Description Surface Zone z(ft) q(psf) GCp GCpi ExtPres(psf) Net w/ +GCpi (psf) Net w/ -GCpi (psf) TRUSS D A 2 24.7 73.9 0.30 0.18 22.2 8.9 35.5 24.7 73.9 -1.20 -88.7 -102.0 -75.4 3 24.7 73.9 0.30 22.2 8.9 35.5 - 24.7 73.9 -1.20 -88.7 -102.0 -75.4 TRUSS E A 1 24.7 73.9 0.30 0.18 22.2 8.9 35.5 24.7 73.9 -0.80 -59.1 -72.4 -45.8 2 24.7 73.9 0.30 22.2 8.9 35.5 24.7 73.9 -1.20 -88.7 -102.0 -75.4 3 24.7 73.9 0.30 22.2 8.9 35.5 24.7 73.9 -1.20 -88.7 -102.0 -75.4 TRUSS F A 1 24.7 73.9 0.50 0.18 37.0 23.6 50.3 24.7 73.9 -0.90 -66.5 -79.8 -53.2 2 24.7 73.9 0.50 37.0 23.6 50.3 24.7 73.9 -1.70 -125.6 -138.9 -112.3 3 24.7 73.9 0.50 37.0 23.6 50.3 24.7 73.9 -1.70 -125.6 -138.9 -112.3 TRUSS G A 1 24.7 73.9 0.44 0.18 32.5 19:2 45.8 24.7 73.9 -0.87 -64.3 -77.6 -51.0 2 24.7 73.9 0.44 32.5 1.9.2 45.8 24.7 73.9 -1.55 -114.5 -127.8 -101.2 3 24.7 73.9 0.44 32.5 19.2 45.8 24.7 73.9 -1.55 -114.5 -127.8 -101.2 TRUSS H A 1 24.7 73.9 0.50 0.18 37.0 23.6 50.3 24.7 73.9 -0.90 -66.5 -79.8 -53.2 2 24.7 73.9 0.50 37.0 23.6 50.3 24.7 73.9 -1.70 -125.6 -138.9 -112.3 3 24.7 73.9 0.50 37.0 23.6 50.3 24.7 73.9 -1.70 -125.6 -138.9 -112.3 TRUSS GIRDER 1 A 1 24.7 73.9 0.30 0.18 22.2 8.9 35.5 24.7 73.9 -0.80 -59.1 -72.4 -45.8 WLS4 -- [1.4] Copyright © 2020 SDG, Inc. Page 6 of 9 �Q MILANO September 6,-2012 * ASCE7 -10 MWFRS Net Pressures This data was calculated using the building of all heights method. # Surface I z (ft) q (psf) IG I Cp I GCpi I Ext Pres (psf) Net w/ +GCpi (psf)l Net w/ -GCpi (psf) 1 Windward Wall 15.0 66.6 0.89 0.80 0.18 47.4 34.1 60.7 . 20.0 70.7 0.80 50.3 37.0 63.6 21.5 71.8 0.80 51.1 37.8 64.4 2 Side Wall 24.7 73.9 0.89 . -0:70 0.18 -46.0 -59.3 -32.7 3 Leeward Wall 24.7 73.9 0.89 -0.50 0.18. -32.9 .-46.2 -19:6 4 Side Wall 24.7 73.9 0.89 -0.70 0.18 -46.0 -59.3 -32.7 A Windward. Roof 24.7 73.9 0.89 -0.09 0:18 -5.9 - 19.2- 7.4 24.7 73.9 -0.58 -38.1 -51.4 -24.8 B Leeward Roof 24.7 73.9 0.89 -0.58 0.18 -38.1 -51.4 . -24.8 C &D Roof 0 to 12.3 * 73.9 0.89 -0.97 0.18 -63.8 -77.1 -50.5 12.3 to 24.7 * 73.9 -0.84 -55.2 -68.5 -41.9 24.7 to 38.0 * 73.9 -0.56 -36.8 -50.1 -23.5 0 to 38.0 * 73.9 -0.18 -11.8 -25.1 1.5 This is load case 1 in ASCE 7 -10 Figure 27.4 -8. See Figure 27.4 -8 for other cases. * Distance from windward edge. WLS4 -- [1.4] Copyright © 2020 SDG, Inc. Page 8 of 9 MILANO September 6, 2012 ASCE7 -10 MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 2 # Surface z (ft) q (psf) G I Cp I GCpi J,Ext Pres (psol Net w/ +GCpi (psf)l Net w/ -GCpi (psf) 1 Side Wall 24.7 73.9 0.89 -0.70 0.18 -46.0 -59.3 -32.7 2 Windward Wall 15.0 66.6 0.80 47.4 34.1 60.7 20.0 70.7 0.80 50.3 37.0 63.6 21.5 71.8 0.80 51.1 37.8 64.4 3 Side Wall 24.7 73.9 0.89 -0.70 0.18 -46.0 -59.3. -32.7. 4 Leeward Wall 24.7 73.9 0.89 -0.49 0.18 -32.2 -45.5 -18.9 C - Windward Roof 24.7 73.9 0.89 -0.09 0:18 -5.9 -19.2 7.4 24.7 73.9 -0.56 -36.8 -50.1 -23.5 D Leeward Roof 24.7 73.9 0.89 -0.58.0.18 -38.1 -51.4 -24.8 A &B Roof 0 to 12.3 * 73.9 0.89 -0.95 0.18 -62.5 -75.8 -49.2 12.3 to 24.7 * 73.9 -0.85 -55.9 -69.2 -42.6 24.7 to 40.0 * 73.9. -0.55 -36.2 -49.5 -22.9 0 to 40.0 * 73.9 -0.18 -11.8 -25.1 1.5 This is load case 1 in ASCE 7 -10 Figure 27.4 -8. See Figure 27.4 -8 for other cases. * Distance frommindward edge. WLS4 -- [1.4] Copyright © 2020 SDG, Inc. Page 9 of 9 w IT�:-r �} z: i .':°a.�. %��t;:11c'1i?dt�'il.ai n : 74i: �iYn` SYFiU�74 %1.?�A+YiK�.�;1:•fJn"�:ai 4•..Ls:�'!. %- ".'H�.�'i1i vmmi CONSULTING Project T " M, C, Page Calculated by (1'�`' Date { ` �. Checked by Date P- ok-5 Project "'t L&AC) . Page P�M-m CONSULTING Calculated by Date ` o9 /Q& Ifs ENGINEERS Checked by Date. �d1SS A spars X04:55F 2 � + (DE) -- liar 0 5.0 7D<D -i 3 (-:IpaDM -� - ,_ so Qs ..,.. -.� 4 C-ecM 7t4V2g, ��?r-rr isiE X40 2= .... ......... t s = 7:$3 U u 'F. =�7.�# 027. �- � w1��:.,�....? C-c_�_��C.S�. �2�12- ...._..�.r��1. �v�...,.:.... ..�►� �:x..�o._:5�.62�sF Project Page MIm m� FO Ml� CONSULTING Calculated by � S Date Oct (06/ F2 ENGINEERS ....:Checked by Date 3�%'� -�rrss - - t JV L7c • : i .I, i u k { � d : t : Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size 'd' from Top Count Size 'd' from Top Count Site 'd' from Top #1 2 7 2.00in #1 2 7 2.00 in #1 2 6 2.00 in #2 2 7 33.00 in #2 2 7 33.00 in #2 2 6 33.00 in Load Factoring ., : .. .. ...,, .., _. _ .. � ... -•:,µ_ .Slt;4nL."`aL?dh�u_'i:b�cc: tytrvf 6• I4" dG 9f>: Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318 -02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318 -02 C.2 Uniform Loads ' . ,:..- :...:ri •.. v H4M..Ri .,.L .,. \`3. ... , :. n -• eA'1'v3iGl° "'- • Dead Load Live Load Short Term Start End #1 1.060. k 0.550 k k 0.000 It 19.000 ft Concentrated Loads _ v�w r. .,, . -� _ t,,: _ r:��,v�,x:=...wu t x - xa:r,_: -:. ;. - �x,.w.• �.�, Dead Load Live Load Short Term Location #1 3.618 k 4.249 k k 16.500 ft Sumtttary '' Beam Design OK Title: Job #(� J PMM Consulting Engineers Date: 7 :18PM, 20 MAP. 11 Maximum Moment: Mu 143.30 k -ft Dsgnr: - 0.1449 in 7168 SW 47 St, B-4 Description 170.34 k -ft Miami, Florida 33155 Maximum Shear: Vu Scope Max Reaction @ Left Pa e Rev: 580000 g KW- 0605358,Ver 5.8.0, 1- Dec -2003 Concrete Rectangular & Tee Beam Design 1 User: (c) 1963 -2003 ENERCALCEngineering Software aa;nzcw;a.. 69.46 k Max Reaction @ Right Description Model C1 - Beam B1 Shear Stirrups... Code Ref: AC1318 -02, 1997 LIBC, 2003 IBC, 2003 NFPA 5000 General Information 'i::S(aLt:vJ/ 1W.rL. til .u..•r .1iS -.•. ,:... ..no.L. wa ..._.. ;�I..u: -.a' Sid ::a2;GL.' "I ^�,vJ'k:in',`.•cr.:' .:h• _!_,....11nh +s..:av _.... 15.833 19.000 ft _ ,._-rr -. . �r�a+ w::W:_:m.:.,:..r.a,...c:,.w..:. tit.•.s, f....:.; :rrs.r..^sr:rs.::..:- Span 19.00 ft .. 0 fc 3,00 psi 16.500 Depth 36.000 in -Fy 60,000 PSI : Width 8.000 in Concrete Wt. 145.0 pcf 10.634 7.186 Seismic Zone 0 End Fixity Pinned- Pinned Bending & Shear Force Summary Live Load acts with Short Term M .....P'..:..,.. Beam Weight Added Intemally Mu, Eq. C -1 Mu, Eq. C-2 107.47 k -ft Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size 'd' from Top Count Size 'd' from Top Count Site 'd' from Top #1 2 7 2.00in #1 2 7 2.00 in #1 2 6 2.00 in #2 2 7 33.00 in #2 2 7 33.00 in #2 2 6 33.00 in Load Factoring ., : .. .. ...,, .., _. _ .. � ... -•:,µ_ .Slt;4nL."`aL?dh�u_'i:b�cc: tytrvf 6• I4" dG 9f>: Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318 -02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318 -02 C.2 Uniform Loads ' . ,:..- :...:ri •.. v H4M..Ri .,.L .,. \`3. ... , :. n -• eA'1'v3iGl° "'- • Dead Load Live Load Short Term Start End #1 1.060. k 0.550 k k 0.000 It 19.000 ft Concentrated Loads _ v�w r. .,, . -� _ t,,: _ r:��,v�,x:=...wu t x - xa:r,_: -:. ;. - �x,.w.• �.�, Dead Load Live Load Short Term Location #1 3.618 k 4.249 k k 16.500 ft Sumtttary '' Beam Design OK Span = 19.00ft, Width= 8.00in Depth = 36.00in Maximum Moment: Mu 143.30 k -ft Maximum Deflection - 0.1449 in Allowable Moment: Mn "phi 170.34 k -ft Maximum Shear: Vu 22.17 k Max Reaction @ Left 19.09 k Allowable Shear: Vn *phi 69.46 k Max Reaction @ Right 24.88 k Shear Stirrups... Stirrup Area @ Section 0.440 0.000 in2 3.167 6.333 9.500 12.667 15.833 19.000 ft Region Max Spacing 16.500 16.500 Not Req'd Not Req'd Not Req'd 7.186 16.500 16.500 in 16.203 22.174 k Max Vu 20.725 19.652 10.634 7.186 Bending & Shear Force Summary M .....P'..:..,.. Bending... Mn *Phi Mu, Eq. C -1 Mu, Eq. C-2 107.47 k -ft u, q• - 58.97 k -ft @ Center 170.34 k -ft @ Left End 170.34 k -ft 143.30 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft @ Right End 125.80 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft Shear... Vn *Phi Vu, Eq. C -' Vu, Eq. C -S Vu, Eq. C-4 8.65 k @ Left End 69.46 k 20.73 k 15.54 k 12.29 k 22.17 k 10.95 k @ Right End 69.46 k Deflection _. , L :,�_•�._...,. _.,.�:::.,, Deflections... Upward Downward DL + [Bm Wt] 0.0000 in at 0.0000 ft 0.0547 in at 9.5760ft DL + LL + [Bm Wt] 0.0000 in at 0.0000 ft - 0.1449 in at 9.6520ft DL + LL + ST + [Bm Wt] 0.0000 in at 0.0000 ft - 0.1449 in at 9.6520ft Reactions... (a) Left Ca Right DL + [Bm Wt]] 13.301 k 15.967 k DL + LL + [Bm Wt] 19.085 k 24.882 k DL + LL + ST + [Bm Wt] 19.085 k 24.862 k PMM Consulting Engineers Title : Job # 7168 SW 47 St; B-4 Dsgnr. Date: 7:18PM, 20 MAR .1 1 Description Miami, Florida 33155 Scope Rev: 580000 USer:ICN10605358,Ver5.8.0,1- Dec -2003 Concrete Rectangular & Tee Beads Design (c)1983 2003 ENERCALC Engineering Software Description Model C1 -- Beam B1 Section P.nalysis y !..._ P.7 .. x[L'A.....frx.w..0 .,ec Evaluate Moment Capacity... u Center Left End X : Neutral Axis ` 2.725 in 2.725 in a = beta ` Xneutral 2.316 in 2.316 in Compression in Concrete 47.251 k 47.251 k Sum [Steel comp. forces) 24.716 k 24.716 k Tension in Reinforcing - 72.000 k - 72.000 k Find Max As for Ductile Failure... X- Balanced 19.531 in 19.531 in Xmax = Xbal ` 0.75 14.648 in 14.648 in a- max = beta * Xbal 16.601 in 16.601 in . Compression in Concrete 253.996 k 253.996 k Sum [Steel Comp Forces] 68.940 k 68.940 k Total Compressive Force 322.936 k 322.936 k AS Max = Tot Force / Fy 5.382 in2 5.382 in2 Actual Tension As 1.200 OK 0.000 OK Additional Deflection Caics `M.Lx•..•., :. w:E.a.a3.' 'a y, ti:a5..e .1 -'ant .flG.;. IYtYe . �. -_xM,y i2'...:Fdtr:4Yii:34':u: Al1Y1LfASt`i91tf - - - Neutral Axis IG:Sdi'."• 7.475 in Mcr I ross 31,104.00 i64 Ms:Max DL + LL 1cracked 8,710.23 in4 R1 = (Ms:DL +LL)/Mcr Elastic Modulus 3,122.0 ksi Ms:Max DL +LL +ST Fr = 7.5 `fe.5 410.792 psi R2 = (Ms:DL +LL +ST) /Mcr Z:Cracking 156.213 Win I:eff... Ms(DL +LL) Z:cracking > 145: Interior Only I keff... Ms(DL +LL +ST) Eff. Flange Width 8.00 in ACI Factors (per ACI 318 -02, applied internally to entered loads) NE Page 2 Riaht End 2.415 in 2.053 in 41.876 k 10.912 k - 52.800 k 19.5306 in 14.648 in .. 16.601 in 253.996 k 50.556 k 304.552 k 5.076 in2 0.000 OK 59..1, 5 k -ft 95.83 k -ft -- 0.617 95.85 k -ft 0.617 13,977.815 ,in4 13,974.789 'in4 9Ci,C-1 & C -2 DL__1 1.400 ACI C -2 Group Factor 0.750 Add' I' 1.4" Factor for Seismic 1.400. ACUC -1 & C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add "I "0.9" Factor for Seismic 0:900 ACI C-1 & C -2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic = ST `: 1.100 Title : Job # U PMM Consulting Engineers Date: 7:18PNi, 20 MAR 11 7168 SW 47 St, B-4 Dsgnr: Description Miami, Florida 33.155 Scope Rev: 580000 ' E g Page 3 user. KIN 5.8.0, 1- Dec -2003 ��clre�e'�e�tac��a� bar &'Tee Beam Design, (c)1983 -2003 ENERCALC Engineering Software ' K:"' 6z« �irdli: x:. ✓c�.:si�'1'- W.u»SRa�a:.>�:srirn �:.?... �:::�:>;+s- - �.t_Xa:.c- .�....: -... ., .cs ....w..,� .. _ - Y:1:�' . Description Model C1 -'Beam B1 Sketch & Diagram ' .' c¢ ? r.+ n�. r> A... r..: r_; m; ia::: st.. 2v: �: xic.; �r; _4rvc�`rl::::- :- .>Jerts��:'i4, ara::Wi��"' �awY:ri:.C:':f�•sat+.w:..' •'s-.: .. ... '. n:_. a,' ltu�wi .•liJ'.ic.Lttl:xi7:;wf.ut' •.� .:7ca:. ••. �• ,•w :• •::::':u3�.:�'>:?� aF :.' '1;.�:.i'.- e,l'F.� ,. 5 1.90 3.80 5.70 7.60 9.50 11.40 13.30 15.20 17.10 19.0021rS4 %.OD 1.80 3.80 5.70 7.80 940 11AD 13.30 1520 17.10 19.00 7.867k 1 - 19 krft .ii11r r il,r ril,irTF i +i )l,i t.61km 0.OD a t I ( -12.43 =9.32 Ul port J, .18.65 -13.88 Mu:Max = 143.30k•ft -24.86 -18,65 Dmak = 0.1449in .31.08 •23.37 . . Rmax =19985k .. Rmax = 24 ftad �) Location Along Member (ft) Shear Load (k)' Location Along Member (ft)' 4 Vu-Max = 20.725k - Vu Max = 0 1.90 380 5.70 7 80,' ,150 , :1 0 13.30 1520 17.10 19.00107.471.90 3.80 5.70 7.60. x;5.0' Yt }:A0 13.30 1520 17.10 19.00 ...tteCeA� 6 _ ' 12697 Bs.73 � „ ��"Y C7 11494 ir4, ". 10031 tr =y 4 %a 7523�� "rein �aoa axK sa.afis 53.74 718 �.-• ^i'xL _+ k n s7.3z„� s'ei„fr aze9 >urn� 3tti'u3,' a 3224 pityh� s�xMF}?1u 42.89`+'5 k 0 w. ti V✓ PK�S F z 28.66 �•4 rF'j a';4�S>sD� 1 y+. AV, �4 2148Ffia"' 3rr,33, ..7 >a• „x�S"'�s;tit'3T> F ifzifrx, A.. arYF1 $F iEk r'�N: . 3 r .-- 'ieiV' a,"^z,- w. .. s c I' w. ..y v: :s�vsc� •e.n 2, x r• �..,..s ., i. �....: ,.., Be d}/ t MomaM (k4l) Locallon Along Member. Ol) 6eQ687g Momem (k-ft) .. Location Along Member (ft) Beam Sketch Stresses for ACP C -1 Combination Stresses for ACI C -2 Combination 1.80 3.80 5.70 790 940 '11.40 13.30 1520 17.10 19.00 190 380 5.70 7.60 8.50 11.40 13.30 1520 17.10 19.0 1.90 3.8D 5.70 7.60 9.50 11.40 13.30 1520.17.10 18.00 b.ti'o -825 -1237 . -12.37 +' -16.48 -16.88 '- zo.et -20.61 5 Shear Load (k) Location Along Member (fl) Shear Load (k) Location Along Member !0) BS.0 1. 0 3.80 5.70 �j,7�0 " ,6 910 13,30 15.20 17.10 18.0098 1. 9.80 5.70 '950' 11 13.30 1510 17.10 18.00 -8.57 - - 88.27 �``�� `fig 76.613 - i ...3- 76.68 s€•FU�> �'', - 67.10 -11.42 67.10 ��5�,+ -� 'k? M''•"' 57.75k 1 Sheer Load (k) Location Along Member (ft ) 6 �: ; 'F�' art ,ara ;l �- _ , �a > .. ':'-:� :v l; -rt I •*z,r tn ". t ' b - 45327788..'78633 58.97 1.90 3.60 5.70 �,60 1 40 13.30 1520 17.10 19.00 38.3 1f28."> 53.07 . 4 8 1 t�,yl? � r p '- r•`• .`Lryr �i'-- tir2s?.$'.�1 4 t: ito - m _ e i>;'ryiL`* ' J : As•,� ' `r ": ,�' •^ �• >"�"''•' "�' i'' , ' � 47.18 ��'�" § 'F 8:59 1 . , .. n, :1nJG ,,b<.' •:., . .?-� K:. 8 59'>w, i • A'T e0•tK1 :'fF1 2 &t at. . f-f 4128 ;�� "' Be nro a MamtmrJa ,�- •18006.0 39;BU n 'r 0 M Mil..+ .4;w;Y''� "s'f„F.'1 0 lg aSrY 18.00 35.38 `3A,a�Pii a -0.( 3 28.48 ' -0.O 2349 W -006 7 .-0 17.8 'O9 -0.09 11. -010 -0 ' -0.12 -0.12 -0.13 - Be Moment Oc-rt) Loratian Along Member (ft) Local 'y' Deflection On) Location Along Member (M Local 'y' Deflection (in) Location Along Member (ft) Stresses for ACI C -3 Combination Stresses for Service Dead + Live Loads Stresses for Dead +Live +Short Term Loads Project J Page �2 IL m CONSULTING Calculated by . ivi m ENGINEERS Checked by Date 3 _ i � 7 .. _ MU 1j�4 1 1 , Title : Job # / 9'� PMM Consulting Engineers Dsgnr. Date: 11:55AM, 1 DEC.11 . Description Scope Rev: sa0000 Page .1 „ . Concrete Rectangular � Tee Beam Design User: KW- 0605358, Ver 5.8.0, 1- Dec -2003 '.,r . (c)1983 -2003 ENERCALC Engineering Software - " " "" Description Milano (revised) B -2 Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 General Information Span 9.00 ft Pc 3,000 psi - Depth 12.000 in Fy 60,000 psi Width 8.000 in Concrete Wt. 145.0 pcf Seismic Zone 0 End Fixity Pinned - Pinned Beam Weight Added Internally Live Load acts with Short Term Rebar @Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size 'd' from Top Count Size 'd' from Top Count Size 'd' from Top #1 2 6 2.00 in #1 2 6 2.00 in #1 2 6 2.00 in #2 2 6 10.00 in #2 2 6 10.00 in #2 2 6 10.00 in Load Factoring 1111 11 E, E Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Uniform Loads Dead Load Live Load Short Term Start . End. #1 0.140 k 0.165 k k 0.000 ft 9.000 ft Beam Design OK Span = 9.00ft, Width= 8.00in Depth = 12.00in Deflection Deflections... DL + [Bm Wt] DL + LL + [Bm Wt] DL +LL +ST +[Bm Wt] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt] DL +LL +ST +[Bm Wt] Maximum Deflection Max Reaction @ Left Max Reaction @ Right 3.000 4.500 Not Req'd Not Req'd 0.925 0.903 Mu, Eq. CA 6.19 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C -' 2.25 k 2.22 k - 0.0165 in 1.81 k 1.81 k 6.000 . 7.500 9.000 ft Not Req'd Not Req'd Not Req'd in 0.903 1.828 2.225 k Mu, Eq. C -2 4.65 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C -: 1.68 k 1.67 k 0.0000 in at Maximum Moment: Mu 6.19 k -ft 0.0000•ft Allowable Moment: Mn *phi 34.73 k -ft' a(7 Left Maximum Shear: Vu 2.25 k 1.065 k Allowable Shear: Vn *phi 21.05 k 1.807 k Shear Stirrups... Stirrup Area @ Section 0.440 in2 Region 0.000 1.500 Max. Spacing Not Req'd Not Req'd Max Vu 2.247 1.850 Bending & Shear Force Summary Bending... Mn *Phi @ Center 34.73 k -ft @ Left End 34.73 k -ft @ Right End 34.73 k -ft Shear... - Vn *Phi @ Left End 21.05 k @ Right End 21.05 k Deflection Deflections... DL + [Bm Wt] DL + LL + [Bm Wt] DL +LL +ST +[Bm Wt] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt] DL +LL +ST +[Bm Wt] Maximum Deflection Max Reaction @ Left Max Reaction @ Right 3.000 4.500 Not Req'd Not Req'd 0.925 0.903 Mu, Eq. CA 6.19 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C -' 2.25 k 2.22 k - 0.0165 in 1.81 k 1.81 k 6.000 . 7.500 9.000 ft Not Req'd Not Req'd Not Req'd in 0.903 1.828 2.225 k Mu, Eq. C -2 4.65 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C -: 1.68 k 1.67 k 0.0000 in at 0.0000 ft 0.0000 in at 0.0000•ft 0.0000 in at 0.0000 ft a(7 Left Right 1.065 k 1.065 k 1.807 k 1.807 k 1.807 k 1.807 k Mu, Eq. C -3 2.16 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C 0.78 k 0.77 k - 0.0097 in at 4.5000ft 0.0165 in at 4.5000ft - 0.0165 in at. 4.5000ft Title : Job # n . PMM Consulting Engineers- Dsgnr: Date: 11:55AM, 1 DEC 11 Description _ Scope Rev: sfi0000 . Dec -2003 Concrete.Rectangular & Tee Beam Design Page 2 User. KW- 06D5358,Ver5.8.0,1- (c) 1983 2003 ENERCALC Engineering software, Description Milano (revised) B -2 Section Analysis Center Left End Riaht End Evaluate Moment Capacity... 2.415 in 2.415 in 2:415 in X: Neutral Axis 2.053 in 2.053 in 2.053 in a = beta * Xneutral 41.876 k 41.876 k 41.876 k Compression in Concrete 10.912 k 10.912 k 10.912.k Sum [Steel comp. forces] - 52.800 k - 52.800 k 52.800 k Tension in Reinforcing Find Max As for Ductile Failure... 5.918 in 5.918 in 5. -9184 in ` X- Balanced -: * 4.439 in 4:439 in 4:439 in Xmax = Xbal 0.75 " 5.031 in 5.031 in 5:031 in a -max =beta ` Xbel 76.968 k 76.968 k 76.968' k Compression in Concrete 39.820 k 39.820 k 39.820 k Sum [Steel Comp Forces] 116.788 k 116.788 k 116.788'k _ Total Compressive Force 1.946 1n2 1.946 in2 1.946 in2 AS Max = Tot Force / Fy 0.880 OK 0.000 OK 0.000 OK Actual Tension As Additional Deflection Calcs Neutral Axis 3:315 in 1,152.00 in4 _Mcr LL R1 6.57 k -ft 4.07 k =ft Igross Icracked 476.58 in4 = = (M :D+ +L+ST 1.616 4.07 k -ft Elastic Modulus * ^.5 3,122.0 ksi 410.792 psi Ms:Max DL +LL +ST M ax DL+ R2 = (Ms:DL +LL +ST) /Mcr 1.616 Fr = 7.5 fc Fr = 7.king 26:337 �n keff... Ms(DL +LL) 1,152:000 1n4 keff... Ms(DL +LL +ST) 1,152.000 in4 Eff. Flange Width 8.00 in ACI Factors (Per ACI 318 -02, applied internally to entered loads) ACI":C -1 & C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add "I "1.4" Factor for Seismic Add "I "0.9" Factor for Seismic 1.400 0.900 ACI-IC-1 & C -2 LL 1.700 ACI C -3 Dead Load Factor 0.900 ACI C-1 & C-2 ST 1.700 ACI C -3 Short Term Factor 1.300 ....seismic = ST " : 1.100 Title : Job # 95 pMM Consulting Engineers Dsgnr. Date: 11:55AM, 1 DEC 11 Description Scope Rev: 580000. g , User: KW -0605358,Ver 5.8.0, 1- Dec -2003 Concrete Rectangular OLTee Beam Design a (c) 1983 2003 ENERCALC Engineering Software _ .a - Description Milano (revised) B -2 0, f i+i+il +Y 1 IM 1 i( i 0.305ktft Mu:Mex = 8.1 gk -ft Dmax = 0.0165in . . Rmax = 1.807k Rmax e 1 V'Max - 2.247k - - Vu Max o Beam Sketch Stresses for ACI C -1 Combination )ment (k -ft) Location Along Member (ft) Stresses for ACI C -2 Combination Stresses for ACI C -3 Combination stresses Tor, aervrue uCau T - - - -- - Project') , Page CONS wmm LTI Calculated by j�t„ Date:: Checked by Date z PMM Consulting Engineers Title.: Job #, 7168 SW 47 St, B-4 Dsgnr: Date: 7:37PM, 20 MAR 11 Description Miami, Florida 33155 Scope: Rev: 560000 Page 1 User. KW- 0605358, Ver 5.8.0, 1- Dec -2003 Concrete Rectangular & Ti ee .Beam Design (c)1963 -2003 ENERCALC Engineering Software r 4i�YT' dYkMr: 4hLG.'r" +.�_..::..; "..+.:vie.:.¢�auU..:w...y .:....i. �H ��.i........w.. ..��...1. . -..:' ..'.:_...:.. .... �._:. ..... .. .... Description Model C1 - Beam 133 General Information Code Ref: ACI 318. 02,1997 UBC, 2003 IBC, 2003 NFPA 50001. - r?''V. vc,.a;.4r_..� x�:._s _ n ......4..r._ v......,. c.....n..... .. ...i.� xe '!i u b a ... Span 10.50 ft fc 3,000 psi Depth 24.000 in Fy 60,000 psi Width 8.000 in Concrete Wt.. 145.0 pcf Seismic Zone 0 End Fixity Pinned- Pinned Beam Weight Added Internally Live Load acts with Short Term Rebar @ Center of Beam... Count Size 'd' from Top #1 2 6 ` 2.00in #2 2 6 . 21.00 in Rebar @ Left End of Beam... Count Size 'd' from Top #1 2 6 2.00 in #2 2 6 21.00 in Rebar @ Right End of Beam... Count Size 'd' from Top #1 2 6 2.00 in #2 2 6 21.00 in Note: Load factoring supports 2003 IBC and 2003 NF'PA 5000 by virtue of their references to ACI 318. Factoring of entered loads to ultimate loads within this program is according to ACI 318 -02 C.2 Uniform Loads 0.0000 in at _ ... -- .._ ., .. ..�a.,u'd aYU.:o .5::.kw;. ^.::LtaLV .. �, .. Y .. r n ,.h.^Ye. tf ....5x8 ^n.PJ�,.:^..G:`._- - 9;¢wvJ. 'd.7::tM�• ; Dead Load Live Load Short Term #1 1.200 k 0.720 k k 8.421 k Summaf y Span = 10.50ft, Width= 8.00in Depth = 24.00in 8.421 k Maximum Moment: Mu 42.13 k -ft . Maximum Deflection Allowable Moment: Mn *phi 78.29 k -ft Maximum Shear: Vu 11.38 k Max Reaction @Left Allowable Shear: Vn *phi 60.52 k Max Reaction @ Right Shear Stirrups... Stirrup Area @ Section 0.440 in2 Region 0.000 1.750 3.500 5.250 7.000 Max. Spacing 10.500 10.500 Not Req'd Not Req'd Not Req'd Max Vu 10.889 10.889 5.289 5.289 5.778 Bending & Shear Force Summary Bending:.. Mn *Phi _ Mu, Eq. C-1 Mu, Eq. C-2 @ Center 78.29 k -ft 42.13 k -ft 31.60 k -ft @ Left End 78.29 k -ft 0.00 k -ft 0.00 k -ft @ Right End 78.29 k -ft 0.00 k -ft 0.00 k -ft Shear... Vn *Phi Vu, Eq. C -' Vu, Eq. C -1 @ Left End 60.52 k 10:89 k 8.17 k @ Right End 60.52 k 11.38 k 8.53 k Deflection DL + [Bm Wt] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] 0.0000 in at 0.0000 ft 0.0000 in at 0.0000 ft 0.0000 in at 0.0000 ft @ Left (a) Right 7.186 k 5.644 k 10.889 k 8.421 k 10.889 k 8.421 k design. Start End . 0.000 ft 9.000 ft Beam Design ®K - 0.0220 in 10.89 k 8.42 k 8.750 10.500 ft 10.500 .10.500 in 11.378 11.378 k Mu, Eq. C-3 16.68 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C4 4.31 k 4.49 k - 0.0127 in at 5.2080ft - 0.0220 in at 5.2080ft -0.0220 in at 5.2080ft PMM Consulting Engineers Title: Job # Dsgnr: Date: 7:37PM, 20 MAR 11� 7168 SW 47 St, B-4 Description ' Miami, Florida 33155 Scope Rev: 560000 r®g 4 User.KW-0605358,Ver5.6.0,1- Dec -2003 Concrete iYGCLaIC1gQilaG p T Beam, . . GX 1eE; Design Page 2 .. ` (c)1983 -2003 ENERCALC Engineering Software K !. u. .. - c)1a8;.rc:rw.- �nsc:..�.: Description Model C1 - Beam B3 Section Analysis i= _t:.:::t.4'::.Y:. ua :.PCn21tW.t. "- - J..+ w .......wSTi..L.'- �'1.V Evaluate Moment Capacity... ✓M..rv. al e.xSti.J :k. "•81.rof..:ui. +.u.•): L:!r.r li:Y: /.xi:L'J"�.T.ti' iii 4 -..v.t .. :. iri,.-.. rx, Center Left End K.' S'.'- IIDSM'LWL4.tli.1/n'151Y..... ... ._'I Right End . ... X: Neutral Axis 2.415 in 2.415 in 2.415 in . a = beta' Xneutral 2.053 in 2.053 in .2.053 in Compression in Concrete 41.876 k 41.876 k, 41.876 k Sum (Steel comp. forces] 10.912 k 10:912 k 10.912 k Tension in Reinforcing - 52.800 k - 52.800 k - 52.800 k Find Max As for Ductile Failure... X- Balanced 12.429 in 12.429 in 12.4286 in Xmax = Xbal * 0.75 9.321 in 9.321 in . 9.321 in a =max = beta " Xbal 10.564 in 10.564 in 10.564: in Compression in Concrete 161.634 k 161.634 k 161.634 k . Sum (Steel Comp Forces] 50.556 k 50.556 k 50.556 k Total Compressive Force 212.190 k 212.190 k 212.190 k AS Max = Tot Force / Fy 3.536 in2 3.536 in2 3.536 in2 Actual Tension As 0.880 OK 0.000 OK 0.880 OK Additional Deflection Calcs . -- ' ' ' -" 1:6.Cbi:,.,+,t:� kYnil:JCO " - s'44tLYEff_ *SLL:a1i:r7L'- ", - ,•,•.e.".'yJRyi:V3 ri" 5.115 in f ' . L'is:Yuk.itdicfis- Pai4h..w'�iu" CtUM.SL` .a ^.�0. : �.C4eTi.lY.2� Mcr ...t - 'iStin itCa.'1 " 26.29 k -ft _ .._. PI irvJAltf.;,t •' .Spy _�Ieutral.Axis I ross g 9,216.00 in4 Ms:Max DL + LL 28.04 k -ft Icracked 2,498.80 in4 R1 = (Ms:DL +LL)/Mcr 0.937 Elastic Modulus 3,122.0 ksi Ms:Max DL +LL +ST 28.04 k -ft Fr = 7.5 * fe.5 410.792 psi R2 = (Ms:DL +LL +ST) /Mcr 0.937 Z:Cracking 100.154 k/in I:eff... Ms(DL +LL) 8,033.029 in4 I:eff... Ms(DL +LL +ST) 8,033.029 in4 Eff. Flange Width 8.00 in ACI Factors (per ACI 318 -02, applied internally to entered loads) ACI "G1 & C -2 DL 1.400 ACI G2 Group Factor 0.750 Ad d "I "1:4 Factor for Seismic 1.400 ACFC -1 & G2 LL 1.700 ACI C -3 Dead Load Factor 0.900 Add "I "0.9" Factor for Seismic 0.900 ACI-C-1 & G2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic = ST ` : 1.100 PMM Consulting Engineers Title: Job # To� ✓ 7168 SW 47 St, B-4 Dsgnr: Date:. 737PM. 20 MAR 11 Description Miami, Florida 33155' Scope Rev: 580000 Page 3 User.1CW- 0605358,Ver5.8.0,1- Dec - 2003 A Tee- DeSBgn p e (c)1983 2003 ENERCALC Engineering Software Description Model C1 Beam B3 Sketch & Diagram K • 3A:2::.^'J'sti+3::1 :;r U:.f,7✓.'tf:s�;tG,:G1:1z` va3�„ crsrw=. �: �>^: l.. ruaiFZ tSt6s�^ A' �YCY: GGa::: 3•. c" c:%�-.:i::.st�-.:'c:.�:es:.:a,i £ c: tS:;'.: vr. Y: fcli:.: stmlrJ: iL:. l:, �;: :�'y:h:'1!�r2uars:::n.•.- .:w:.0 c_ .:auurxiw,.rett:kl.,rmA?�,;+sfli 6 1.05 2.10 3.15 420 525 . 6.30 735 8.40 9.45 10.50 7 1.05 2.10 3.15 4.20 5.25 6.30 7.35 8.40 8.45 10.50 8 1.00 ft117 1;ii 1 i(i iar LJ 11. i ;I1.92VII 0., 1' _ ' 1n 5fl Mu:Mm( =4Z13k41 '6.31 _ .4.73 Dmax =0.02201n .7.09 . Mu:Max @ rtgIWI%.00k•ft . Rmax = 10.889k Rmax = 8. f d (k) Location Along Member (fl) Shear Load (k) Location Along Member (fl) VU. Max Vu Mex= 1,05 210 3.15 930 'r.��5�,�,e 30 735 8.40 9.45 10.5031.60 1.05 2.10 3.16 A20, . ,,29 p.30 - 7.35 8.40 9.45 10.50 ' 37.92.1 26.44'y, b S' 33.71Y. ` LINO 2528 29.49 �" ' �� 2212 - J7 t Ct ��4 tA`t°s * • .1 " s=� 2528 .;�.>x i n 16.98 a�� 15.80 21.07 .• �' .�� i� � .,^ ; 16.85 z ?- d. ]��' .�u -v 12.84 !Mx;v.. I 1284 9.48 r - K. iFi°•6T'`s„`� r ,:.L 'c. X.'"`.• yr. 8.43�5� t:' �'- '�.!!'aJr A %ra�,�4 ,r= .I"+�":. 6.32'. �. �`d�,- '�;..1� T� '`�,• Y'�'2.uc".ri.' rA. ' 3w n fi l 1 4! - C.'1 , �,. `.ztr y� 3:48.'`3, p-'L.�'.i?" 3'`"Jsx'a'_ , e0',, -,o :=L 7- tm`n..t �=kti2i.•f -¢- r. - "- - Be- Moment •(k ft) �- Location Along Member (fl) Be d Moment (k ft) . _..._ Location Along Member (fQ . - - Beam Sketch Stresses for ACI C -1 Combination Stresses for ACI.0 -2 Combination 5g 1.05 210 3.15 420 525 6.30 7.35 BAD 9.45 10.50 1.05 210 $.15 . 420. 525 6.30 735. 8.40 9.45 10.5 1.05 2.10 3.15 420 525 6.30 735 8.40 9A5 10.50 -254 .3.60 Shear Load (k) 16.68 1.05 210 3.15 15.01 13.34 ? 11.66 10.01 8:34„ 6.67 � 0 00 'f OD , 4.21 -021 " -6.31 -6.31 Shear Wed ) Location Alonp Member rfl) Sheer Load �k) Location Ataa� Member (fl) 28.05 1:05 210 3.15.,- 4;2Qs� --525 6130 735 8.41) 9A5 10.5026.05 1.05 210 3.15 .480WZ.5 6.30p, 735 8.40 ' 9.45 .10.SD 25;25 •3 m+ K+ 2525 18.84 hr f++fyd+yi,�.( 8.84�"'� .. 16.83 Lt��:. tl .. 16.83 �f ?1 •' ''•''. =.'(• rer' (ft) 14.03 ,, c . v. t(x 14 03 SAO " 9.45 10.50 ii 'n dr`.� .��.'_', ii.sv^,�y'u'. nariae:n .�.�'' e i.irt;9"` dbTati� Moment (k-fQ Location Along Member 17U Stresses for ACI C -3 Combination .001 -0A1 5 -0.01 -0.01 .0.01 -0.01 -0.02 -0.02 . 4° -0.02 -0.02 . Local y Deflection on) Location Along Member (fQ Local y Deflection (In) � Location Along Mem* (fl) Stresses for Service Dead + Live Loads Stresses for. Dead +Live ±Short Term Loads Title : Job # j PMM Consulting Engineers kN 6 J Dsgnr: Date: 8:56PM, � 11 ( fit® j 7165 SW 47 St, 13=4 Description Miami, Florida 33155 ' Scope Rev: ss0000 Page 1 - User.KW -0605358,Ver. 5.8.0, 1- Dec -2003 Concretise Rectangular & Tee Beam Design (c)1983 -2003 ENERCALC Engineering Software li. n2� -.`• _:b.vu..a.G .a.accs_••ua_ .. �... W. �..u._u. . ,...... ....... .,a„ ._ ., ...._ .,. ,. __._.,.__.._.._.._. _ - - Description Beam at double height - wind load General Information Code Ref: ACI 318 -02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Span 20.00 ft 3,000 psi Depth 8.000 in Fy 60,000 psi Width 24.000 in Concrete Wt. 145.0 pcf Seismic Zone 0 End. Fixity Pinned - Pinned Beam Weight Added Intemally Live Load acts with Short Term - Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size d' from Top Count Size 'd' from Top Count Size 'd' from Top #1 5 7 1.50in #1 in #1 in #2 5 7 6.00 -in #2 in #2 in "` Load. factoring supports 2003 IBC and 2003 NFPA 5000 by e of .their references to ACI 318 -02 for concrete design. virtu Note: Factoring of entered loads to ultimate loads within this program is according to ACI 318 -02 C.2 Uniform Loads Dead Load Live Load Short Term ' Start End #1 k 0.610 k k 0.000 ft 20.000 ft Summary Seam Design OK Span = 20.00ft, Width= 24.00in Depth =.8.001n Maximum Moment: Mu 65.38 k -ft Maximum Deflection - 1.8545 in Allowable Moment: Mn"phi 65.76 k -ft Maximum Shear: Vu 12.45 k Max Reaction @ Left 8.03 k Allowable Shear: Vn "phi 58.29 k Max Reaction @ Right 8.03 k Shear Stirrups... Stirrup Area @ Section 0.440 in2 Region 0.000 3.333 6.667 10.000 13.333 16.667 20.000 ft Max: Spacing 3.000 3.000 Not Req'd Not Req'd Not Req'd 4.289 4.289 3.000 3.000 in 8.683 12.344 k Max Vu 12.449 8.788 4.394 Sending &Shear frorce Summary Bending... Mn`Phi Mu, Eq. C -1 Mu, Eq. C -2 49.04 k -ft Mu, Eq. C-3 8.70 k -ft @ Center 65.76 k ft @ Left End 0.00 k -ft 65.38 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft @ Right End 0.00 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft Shear... Vn'Phi Vu, Eq. C -' Vu, Eq. C -S Vu, Eq. C4 @ Left End 58.29 k 12.45 k 9.34 k 9.26 k 1.66 k 1.64 k @ Right End 58.29 k 12.34 k Deflection �.., � - - - Deflections... Upward Downward DL + [Bm Wt] 0.0000 in at 0.0000 ft - 0.2508 in at 10.0000ft DL + LL + [Bm Wt] 0.0000 in at 0.0000 ft - 1.8545 in at 10.0000ft DL + LL + ST + [Bm Wt] 0.0000 in at 0.0000 ft - 1.8545 in at 10.0000ft Reactions... & Left aa) Right DL + [Bm Wt]] 1.933 k 1.933 k DL + LL + [Bm Wt] 8.033 k 8.033 k DL + LL + ST + [Bm Wt] 8.033 k 8.033 k PMM Consulting Engineers Title: Job # r 7168 SW 47 St, B-4 Dsgnr: Date: 8:56PM, 26 JAl .11 Description Miami, Florida 33155 �. Scope: Rev' "0000 Page 2 User:KW-0605358,Ver5.8.0,1- Dec -2003 Concrete Rectangular Tee-Beam ®OS1g79 (c)1983-2003 ENERCALC Engineering Software ..;aaz's.:�•5:rw�.. Description Beam at double height - wind load Eff. Flange Width Section Analysis 24.00 in ACI Factors (per ACI 318 -02, applied intemally to entered loads) �..v... ,. � >a. -,a7� . •- a -x:aa: �w.,..�.u.vs�:,..:.,Ma.uv.a J..,.,:.s�u�+w.iu.,,as:° . e. u.erz,...a.x::�w:�rwn.n..+rur Center �. wro: ..:..a.:.»= �_o•::.�.v:�.:a�+ Left End yvy: ✓.::ssrn:. Right End Evaluate Moment Capacity... X : Neutral Axis 2.130 in 0.000 in 0:000 in a = beta * Xneutral 1.810 in 0.000 in 0:000 in . Compression in Concrete 110.803 k 0.000 k 0.000 k Sum [Steel comp. forces] 69.547 k 0.000 1 k 0.000 k Tension in Reinforcing - 180.000 k 0.000 k 0.000.k Find Max As for Ductile Failure... X- Balanced 3.551 in 0.000 in 0.0000 in Xmax = Xbal ` 0.75 2.663 in 0.000 in 0.000 in a- max = beta * Xbal 3.018 in 0.000 in 0.000 in Compression in Concrete 138.543 k 0.000 k 0.000 k 0.000* . 0.000 k Sum [Steel Comp Forces] 106.350 k Total Compressive Force 244:893 k 0.000 k 0.000 k AS Max = Tot Force / Fy 4.082 in2 0.000 in2 0.000 in2 Actual Tension As 3.000 OK 0.000 OK 0.000 OK . Additional Deflection Calcs . • --- "_�Ltbiu . - .... G' t +d�..'� . - �tii;AJ...' - Neutral Axis . Jiri&i.eQSl. •••:..; 2.455 in " _ .. em u,.. •• rti�:u:.iJklaie�.'rill�]••.. Mcr .... 8.76 k -ft Igross 1,024.00 in4 Ms:Max DL + LL 40.17 k -ft ]cracked 493.99 in4 R1 = (Ms:DL +LL)/Mcr 0.218 Elastic Modulus 3,122.0 ksi Ms:Max DL +LL +ST 40.17 k -ft Fr= 7.5 * fc^.5 410.792 psi R2 = (Ms:DL +LL +ST)/Mcr 0.218 Z:Cracking 152.904 kfin keff... Ms(DL +LL) 499.491 in4 Z•cracking > 145: Interior Only ! I:eff... Ms(DL +LL +ST) 499.491 in4 Eff. Flange Width 24.00 in ACI Factors (per ACI 318 -02, applied intemally to entered loads) ACI C-1 & C -2 'DL 1.400 ACI C-2 G roup Factor. 0.750 Add "I "1.4" Factor for Seismic 1.400 ACI C-1 & C -2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add "I "0.9" Factor, for Seismic 0.900 ACI C-1 & C-2 ST 1.700 ACI C-3 Short Tenn Factor 1.300 ....seismic = ST * : 1.100 PMM Consulting Engineers Title: Job # .-1 7168 SW 47 St, B-4 Dsgnr: Date: 8:56PM, 26 Jf N Miami, Florida 33155 Description Scope s8"0o Page 3 r. KW -0605358, Ver5.8.0, 1- Dec - 2003 ©�ocl•e> a F�ee> e�lg�8ar &ice realm design (83 2003 ENERCALC Engineering Software y �� ' .. -.J. .. -. SG) siu��eL": i�`. i:, Gi" rdJ1 6> isls5v. 1: 1J. u:f�T.e:fS�'S3Aii.^r...,.'lu.�_ ..- -....�...... .•�,.- ♦•..,...Y.- ....L.- I....:a "i•: :Y1. -_�wi �..�r_.�_- _... �. � ..- .Y1�'L"CCCC'��.»t_:�a� Description Beam at double height - wind load�� Sketch & Diagram J�i1.YC..1S'! •uC :;� 'iL'Ideh�"��SY1S:�,nu� '.:d'.: -.t ".:n.::n:.'G1! ' - XuTnr "'.Ttwti't. ` �.Vu`.rC..+:: -oK .. Y `.:I.G.:.:i . .. `..�bu+•.Y'- .- . -.. '. .•• • SSN:II•�.Yi•.>'iCaCkS3'tilraPjuti ,t• .' 08 200 4.00 6.00 8.0010.OD 12.00 14.00 16.00 18.00 20.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 o.e ft! J a s. .1 ; , rr ri •, r� .I ,J o.elkm 2 .00 ( 0 g MOO= 65.38k -ft -7,78 Dmaxa 1.8545i i -10.38 -7.78. . . Rmex = BA33k Rmax = 8•faad (k) Location Akng Member (ft) Shear Load (k) Location Along Member (ft) . - - Vu- Maz =1244gk Vu Max = 2.00 q.00 8.00 ,8:00' 1)'0 1200 14.01) 16.00 18.00 20.0048.04 200 4.00 8.00 B:00 ODD ;.00 14.00 16.00 18.00 20.00 , ��;"{n•ar:, Ul(�. , r. 44.13 "° F7`•`"S1 58.84 t.• 52.31 9813 S. � 45.77 xhe. • r`!z °"` 34.33 . - 3913 �:a ..,:5r 29,12 3269: L♦Y x' m. 24.52( 511 "� =1y3Y t z�r`�i,f,j3'6, 28.15 � k v' Lt�ra -il {�lap 19.B � 147 -MGM 13.0,8' ;n�fi,Lif !•1 L Y B 8c•` .i p `"4'• s BeQft Moment (k -ft) Location Along Membery(ft) ; Ba Moment (k -ft) Location Along Member (It) Beam Sketch Stresses for ACI C -1 Combination Stresses for ACI C -2 Combination 200 4:00 640 8.00 10:00 12.00 14.00 16.00 18.00 21).011 . 200 1+4.00 6.00 8.00 16.00 12.00 1440 16.00 n18.OD 20.0 2.00 4.00: 6.01) 8.00 10.00 1290 1441) 16.03 18.00 20.00 .00 0.00 s r ro - ? 1 •3.18. .......... _ •3.18 0 4.78 4.78, -0.38 .. -6.36 Shear Load ) .Locatlon Along Member tt8). Shear Load k) Location Along Member !ft) -0.69 40.11 21)0 4.00 6.OD, 00 ' 00'22,00 14,OD _18.00.18.01) 209010.17 2.01) 4.00 6.00. 8:00' ,QND 00 14.00 16. D IBM 20.011 -1.04 36.15 :'�' _ 98.15 12.13 �� 4 3213 1.3e 24.10 u%�. ' F`;i,. fir' * .. 24.10.._ �� a Shear Load (k) Location Along Member (ft) 20.09 . a :ci' ?Yr s a a p�y� 20.08 % 8.70 '2.00 4.00 6.06 BAO 0.'OD�7200 14.00 18.00 IBM 20.0016.07 + � 16.07 5" Tdu R '•�,• r .. .e, r•. B.o,1%' ; e r -r,r W{d .�,'. ?'" 8.03" =_:7' t3" Y',q��y, 5 2. t�w,sa„sx.= ,�f.7•is�,°%k 6.066 4. 4.92 °'nc'•3.. 6.09 7 gSP 3 Be mn k. I g p Be O .. nm t_(k_ - - 0 , A� moa :20.00 5.22 Oita 0 0.000. . , B 0 '0 W ;, .,4? .37 •0.37 4.95 ;,x,.. .: � a *k± -0.0 56 .0 I ' 3.48 , -0.74 -074 •0 281 1� t1n.4c,'.. .9' -099 _ .-r�c t. - -1.11 1e..y 1.7,4,5�'a.).. ��"'��•. ;��"yJu �� _;l: , � -1.90 -1.30 1. - 46 -1.48 1.61 -1.67 Be tag Moment (k -ft) Location Along Member (tt) Local 'y' Deflection (in) Location Almtg Member (it) Local y Deflection (In) Location Along Member (tt) Stresses for ACI C -3 Combination Stresses for Service Dead + Live Loads Stresses for Dead +L.ive +Short. Term Loads, PWiM Consulting Engineers r 7168 SW 47 St, B-4 i Miami, Florida 33155 r Rev: 560000 User. KW 0605358, Ver 5.6.0, 1 -Dec 2003 (c)1983 -2003 ENERCALC Engineering Software - - s� '"- '"3�.✓uf5�.-r- •!.,`J..i✓ -� .ut.+.++.:.o ?..:�1+.. �.:.n3n:.a...a....+...1:.. -,.. WSJ..... Description Palm Dev., Model C General Information Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Depth to Rebar Title : Dsgnr: Description Scope Masonry Wall Design 11.50 ft Seismic Factor 0.00 ft Calc of Em = fm 900.00 Duration Factor .8.0 in Wall Wt Mult. 5 495.00 psi 32 in Grout @ Rebar Only. 3.810 in @ Center Job # Date: 8:47PiUi, 26 JAN 11 Page 1 Uniform Load Concentric Axial Load Wind Load 60.100 psf Dead Load 0.000 #/ft Dead Load 0.000 #/it Live Load 0.000 #/ft Live Load 0.000 #/ft Load Eccentricity 0.000 in Roof Load ' Roof Load Design Values .•••- °'riifJl:Ielb'i '° i}I:iix%u •"• •. - .-• -'t ry [s +.A �:•r • •. :aG ]d�C�^YS E 1,350,000 psi Rebar Area 0.116 in2 np 0.05462 j 0.90654 n: Es/Em 21.481. Radius of Gyration 2.487 in k 0.28038 2 ! k' 1 7.86864 - - 363 660 in4 - Wall Weight 58.000 psf Moment of Inertia Code Ref: ACI 530 -02 03300 fm��_xn_ yL1,500.0 psi 900.00 Fs 24,000.0 psi 1.330 Special Inspection 495.00 psi 1.000 Grout @ Rebar Only. . 24,000.00 psi Normal Weight Block Load Combination & Stress Details Summary Equivalent Solid Thickness 4.900 in Uniform Load Concentric Axial Load Wind Load 60.100 psf Dead Load 0.000 #/ft Dead Load 0.000 #/it Live Load 0.000 #/ft Live Load 0.000 #/ft Load Eccentricity 0.000 in Roof Load ' Roof Load Design Values .•••- °'riifJl:Ielb'i '° i}I:iix%u •"• •. - .-• -'t ry [s +.A �:•r • •. :aG ]d�C�^YS E 1,350,000 psi Rebar Area 0.116 in2 np 0.05462 j 0.90654 n: Es/Em 21.481. Radius of Gyration 2.487 in k 0.28038 2 ! k' 1 7.86864 - - 363 660 in4 - Wall Weight 58.000 psf Moment of Inertia Max Allow Axial Stress = 0.25 fm (1- (h/140r) ^2) * Spinsp 316.09 psi Allow Masonry Bending Stress = 0.33 fm * Spinsp = 495.00 psi Allow Steel Bending Stress = 24,000.00 psi Load Combination & Stress Details Summary Axial Bending Stresses Axial Moment.. Load Steel Masonry Compression Top of Wall in-# Ibs psi psi psi . DL + LL 0.0 0.0 0.0 0.0 0.00 DL + LL + Wind 0.0 0.0 0.0 0.0 0.00 DL + LL + Seismic 0.0 0.0 0.0 0.0 0.00 Between Base & Top of Wall 0.0 333.5 0.0 0.0 5.67 DL + LL DL + LL + Wind 11,922.3 333.5 29,693.1 538.6 5.67 DL + LL + Seismic. 3,796.9 333.5 9,456.4 171.6 5.67 11.50ft high wall with 0.00ft parapet, Normal Block w/ 8.00in wall w/ #5 bars at 32.00ino.c. at center Max. Bending Compressive Stress ......... 544.23 OK Allowable .................... 658.35 OK Max. Axial Only Compressive Stress ......... 5.67 psi Allowable ... :...... 316.09 OIL Max Steel Bending Stress .............. 29,693.12 psi Allowable .......... 31,920.00 Old PMM Consulting Engineers Title: Job # Date: 8:47PKA, 26 JAN 11 \ y. Dsgnr: ZA 7168 SW 47 St; B-4 Description ` Miami, Florida 33155 Scope Rev: 580000 1- Dec 2 p� Masonry Wall Design Page User. KW- 0605358, Ver'5.8.0, -2003 ENERCALC Engineering Software '�ti ky (c)1983 -2003 - - ..... �.. `.::,nl� �..FG�:.r.'.. .. ru4;.:'a, w .,..,.. �... Description Palm Dev. Model C a• � ... ................e....w,... -r -.. .r.�..r�..__- _ _ Final Loads & ents—P2 yMre.o:xxm's yM.. Wall Weight moment @ Mid Ht 333.50 Ibs Wind Moment @ Mid Ht 11 922.33 in-# 3,796.90 in-# Seismic Moment @ Mid Ht Dead Load Moment @ Top of Wall 0.00 ink 0.00 in4 Total Dead Load 0.00 Ibs Dead Load Moment@ Mid Ht Total Live Load 0.00 lbs Live Load Moment @ Top of Wall 0.00 ink - LiveLoad Moment @ Mid Ht 0.00 ink Maximum Allow Moment for Applied Axial Load. _ 9,636.44 in # Maximum Allow Axial Load for Applied Moment = 18,585.88 Ibs The City of South: Miami rM g ,` Building Department. I 6130 Sunset Drive, Second Floor South Miami, FL 33143 305- 663 -6355 Fax 305666 -4591 NOTICE TO CITY OF SOUTH MIAMI BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. I (We) have been retained by ��t,lM �(,t�P l7L�C�(U� to perform special inspector services under. the Florida Building Co e 2 10 at the - G1 Z G project on the below listed structure as of ( ll 17 (date). I am a registered architect/professional engineer licensed in the State of Florida. ' Process Number: Vat �QEC1p` _ Special Inspector for Piling, FBC 1822.1.20 (It4404.6:1.20) �O _✓Special Inspector for Trusses > 35 ft. long or 6 ft. high, FBC 2319.17.2.4.2 (84409.6.17.2.4.2) 14pecial Inspector for Reinforced Masonry, FBC 2122.4 (R4407.5.4) S cial Inspector for Steel Framing, FBC 2218.2 (84408.5.2) cial Inspector for Soil Compaction, FBC 1820.31 (R4404.4.3.1) - Special Inspector for Precast Attachments; FBC 1927.12.2 (84405.9.12) Special Inspector for Roofing Applications, Lt.Weight. Insul.Conc. FBC 1917.2 (84405.12.2) Other Note: Only the marked boxes apply. The following individual(s) employed by this firm or me is authorized representative to perform inspection* �� I. 2 3. el 4. *Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assign. by Special Inspector. The qualifications shall include licensure as a professional engineer or architect: graduation from an engineering education program in civil or structural engineering; . graduation from an architectural education program; successful completion of the NCEES Fundamentals Examination; or registration as building inspector or general contractor. I (we) will notify the City of South Miami Building Department of any. changes regarding authorized personnel performing inspection services. I (we), understand that a Special Inspector inspection log for. each building must be displayed in a convenient location on the site for reference by the City of South Miami Building Department . Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the City of South Miami Building Department .Inspections performed by the Special Inspector hired by the owner are in addition to the mandatory inspections performed by the departmen .,t M , upon completion of. work under each Building Permit, I will submit to % the Build�lspKct�gftu, time of the final inspection the completed inspection log form and a sealed to the bes t of my knowledge, belief and professional. judgment thos n s t e p �ed above meet the intent of the Florida Building Code and are in sta • ial. „w t?aiipproval plans. U Y mm M Ar SignedahjJeale� -r - Date:, ,e. •� NfA L 114C;,,� En tueerlArchitect Name FAO L +,c,l 0;71 14U -2--. rt - Address & -Z b .1 13 i VI 17 r"y 6J 4 ft /M1 kn ( t-- -3 3 1 5 C) S> - (��4&q1 v SPECIAL IN ,?/;z FOR JOHN MARRA & ASSOCIATES, INC. Professional Land Surveyors & Mappers 777 N.W. 72nd AVENUE SUITE 3025, MIAMI, FLORIDA 33126 TELEPHONE: (305) 262 -0400 1 FAX: (305) 262 -0401 W W W.IBARRALANDS URVEYORS.COM MAP OF BOUNDARY SURVEY MEDIAN 7.5f 7.OB B.C. F. I . R. 112" NO CAP 1 AT: 6273 MAGNOLIA COURT, SOUTH MIAMI FL, 33143 FOLIO No. 094025- 069 -0090 kv A5PHALT' .,PVMT:. x' X / 7.38 x/- TRACT "A.. T:B.M: I t 0.50' NAIL & DISC J CONC.CURB ELEV: ;= 7.42' x `'z54 ;i4i, N 00 °00'48" W + azs - - 7. ?f l No. 60.00' 13 F.I.R. 1 12" NO CAP F.I.R. 112" 1 73! 17.78 +7Z8 NO CAP C.M.I. 0.25'0/5 1s , WE5T 773 Z71 7z 6' C.D.W. 7 a40 x� x O. ■ 759 2 + 7.43 25 + a4o LOT - 10 740 �- •x 10 � x 70 O 749 737 x 772 F_ �xON P/L au - %- 7.53 W 7.59 730) 0.7 F.I. R. I/ 794 LOT - 8 787 1- VACANT LOT 7 NO o APB x� Y, +O s LAND AREA= t 5,700 SO. FT 0 x co OR t 0.13 ACRES -� O 7.73 Z 759 x LOT- 9 +754 744 � ak yo unknown tree 1.5 45 797 / Alexander Palm X aoe x x x O 797 762 LOT- 11 0) dtf9 6 W x 857 35 730 7.45 Z x�- + d3f �- x x 7.44 O \ -max 6.05 x� 8 13 7.66 F. I . R. 1/2n 7.35 F.N.D. 770 NO ID. NO CAP �_55.001 Z" X/ 0.3 eo3 W 00 000'48" W 60.00' ❑ 82.5 P o 77 -° �x TRACT "A" (N.A.P.) CATV °' x + x\ 786 1.71? I x 5 f9 7.63 /- x 796 7.76 x +_ # a22 LOT - 12 s0° LOT - 13 790 -----\x I No. Name Diameter (Ft) Height (FL) Spread (Ft.) 1 Areca C.M.I. SCALE: 2 Orchid Tree 2.7 30 25 3 Orchid Tree 2 25 20 4 Royal Palm 1.5 70 15 5 Alexander Palm 0.3 35 8 6 Oak 0.7 25 15 7 Gumbo Limbo 0.8 30 15 a Gumbo Limbo 1.3 40 9 unknown tree 1.5 45 10 Alexander Palm 0.7 35 11 Alexander Palm 0.7 35 8 12 Alexander Palm (2)1 1.4 35 4 8 13 Holl 0.8 35 25 14 Alexander Palm 0.3 LW 30 LEGAL DESCRIPTION: LOT 9, IN DAVIS GARDENS, AS RECORDED IN PLAT BOOK 126, PAGE 45, OF THE PUBLIC RECORDS OF MIAMI -DADE COUNTY, FLORIDA. CERTIFICATION: PALMCORP DEVELOPMENT GROUP, LLC f� M D B.C. F.I . R. 112 . NO CAP DRA WN BY: MCH DATE DRAWN: 813012012 FIELD DATE: 8/27/2012 CHECKED BY. C.M.I. SCALE: JOB NO: 12- 002412 -2 SHEET: 2 OF 2 JOHN IBARRA & ASSOCIATES, INC. Professional Land Surveyors & Mappers ' 777 N.W. 72nd AVENUE SUITE 3025, MIAMI, FLORIDA 33126 TELEPHONE: (305) 262 -0400 1 FAX: (305) 262 -0401 W W W.I BARRALAN DS U RVEYORS.COM LOCATION SKETCH SCALE = N.T.S. A = ARC. A/C = AIR CONDITZONER PAD A.E. = ANCHOR EASEMENT A.R. = ALUMINUM ROOF . A.S.= ALUMINUM SHED ASPH.= ASPHALT B.C.= BLOCK CORNER BLDG.= BUILDING RK B.M. = BENCH MA B.C.R.= BROWARD COUNTY RECORDS B.O.B.= BASIS OF BEARING (C) = CALCULATED C.B.= CATCH BASIN C.B.S .= CONCRETE BLOCK STRUCTURE C.B.W.= CONCRETE BLOCK WALL CH.= CHORD CH.B.= CHORD BEARING CH. L= CHORD LENGTH CL,.= CLEAR C.O.= CLEAN OUT C.L,F.= CHAIN LINK FENCE C.M.E = CANAL MAINTENANCE EASEMENT CONC.= CITE C.U.P.= CONCRETE UTILITY POLE C.P.= CONCRETE PORCH C. S. CONCRETE SLAB C.W.= CONCRETE WALK D.E.= DRAINAGE EASEMENT D.M.E.= DRAINAGE MAINTENANCE EASEMENT DRIVE = DRIVEWAY ° = DEGREES EB = ELECTRIC BOX E.T.P.= ELECTRIC TRANSFORMER PAD EV EL.= ELEVATION ENCR.= ENCROACHPB:NT F.H. FIRE HYDRANT S.Z.P.= FOUND ZRON PIPE F.I.R.= FOUND IRON ROD S.F.E.= FINISHED FLOOR ELEVATION F.N.D.= FOUND NAIL 6 DISK FT.= FEET FNZP,= FEDERAL NATIONAL INSURANCE PROGRAM F.N.= FOUND NAIL H.- HIGH OR (HEIGHT) IN. 6EG.= INGRESS AND EGRESS EASEMENT Z.C.V.= IRRIGATION CONTROL VALVE L.H.= LICENSED BUSINESS LP.= LIGHT POLE L.F..E.= LOWEST SLOOR ELEVATION VIEW OF SUBJECT PROPERTY 6273 MAGNOLIA COURT, SOUTH MIAMI FL, 33143 ABBREVIATIONS L.M.E. = LAKE MAINTENANCE EASEMENT T.B.M.= TEMPORARY BENCHMARK , = MINUTES TSB = TRAFFIC SIGNAL BOX (M)= MEASURED DISTANCE TSP = TRAFFIC SIGNAL POLE M.B.= MAIL BOX THP = TOWNSHIP M. D. C. R. MIAMI DAVE COUNTY RECORDS UTZL.- UTILITY ' M.E.= MAINTENANCE EASEMENT U.E.= UTILITY EASEMENT M.H.= MANHOLE U,P.= UTILITY POLE N.A.P.= NOT A PART OF N.M.= WATER METER NGVD = NATIONAL GEODETIC VERTICAL DATUM W. F.= WOOD FENCE N.T.S.= NOT TO SCALE N.P.= WOOD PORCH ' 8 or NO.= NUMBER N.R.= WOOD ROOF O/S = OFFSET W.V.= WATER VALVE - O.H.= OVERHEAD MONUMENT LINE O.H.L.= OVERHEAD UTILITY LINES _ = CENTER LINE O.R.B.= OFFICIAL RECORDS BOOK = DELTA O.V.H.= OVERHANG , PVMT.= PAVEMENT LEGEND PL,= PLANTER , P.L.= PROPERTY LINE ---o = OVERHEAD UTILITY LINES P.C.C.= POINT OF COMPOUND CURVATURE = CONCRETE BLOCK WALL P.C.= POINT OF CURVATURE CHAIN LINK FENCE P.O.T. = POINT OF TANGENCY }_ - e—�—�— = IRON FENCE P.O.C.= POINT OF C1' WOOD FENCE P.O.B.= POINT OF BEGINNING P.R.C.= POINT OF REVERSE CURVATURE • M00 = EXISTING ELEVATIONS ' PWY = PARKWAY P.R.M.= PERMANENT REFERENCE bXPRI ANT' ' P.L.S.= PROFESSIONAL LAND SURVEYOR / P.P.= POWER POLE P.P.S. = POOL PUMP SLAB _ P.U.E.= PUBLIC UTILITY EASEMENT - e (R)= RECORD DISTANCE R.R. = RAIL ROAD ' RES.= RESIDENCE SURVEYOR'S NOTES: RIM = RIGHT -OF -WAY 1. IFSHOWN, BEARINGS ARE REFERRED TO ANASSUMED MERIDIAN, SYSAIDPLATINTHE RAD. = RADIUS OR RADIAL DESCRIPTION OF THE PROPERTY, IF NOT, BEARINGS ARE THEN REFERRED TO COUNTY, ME R' = RANGE TOWNSHIP MAPS. ' R SEC. = SECTION Z THE CLOSURE IN THE BOUNDARY SURVEY IS ABOVE 1:7500 FT. ;r STY.- STORY ` 3. CER7IFICA TE OF AUTHORIZA 17ON LS #7806. NOT VA LID WITHOUT AN AUTHENTICATED SWK. = SIDEWALK ELECTRONIC SIGNATURE AND AUTHENTICATED ELECTRONIC SEAL ! S.I.P.= SET IRON PIPE 4. ALL ELEVATIONS SHOWN ARE REFERRED TON47YONAL GEODETIC VERTICAL DATUMOF 1929 S - SOUTH MIAMI -DADE COUNTY BENCH MARK # SC-34. LOCATOR NO. 4015@ S.W. 72 ST 6 S.W. 67 AVE; S.P. = SCREENED PORCH ELEVATION IS 9.62 FEET OF N.G.VD. OF 1929 1 S.V.= SEWER VALVE 5. THE SUBJECT PROPERTY IS VACANT LAND. THE ADDRESS IS PLUS OR MINUS AND SHOULD = SECONDS BE VERIFIED BY MIA MI-OA DE COUNTY. T = TANGENT i TB - TELEPHONE BOOTH . ' • jkk LEGAL NOTES TO ACCOMPANY SKETCH OF SURVEY : - THERE MAYBE EASEMENTS RECORDED IN THE PUBLIC RECORDS NOT SHOWN ON THIS SURVEY. - THE PURPOSE OF THIS SURVEY IS FOR USE IN OBTAINING TITLE INSURANCE AND FINANCING AND SHOULD NOT BE USED FOR CONSTRUCTION PURPOSES. - EXAMINATIONS OF THE ABSTRACT OF TITLE WILL HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS, IF ANY, AFFECTING THE PROPERTY. - THIS SURVEY IS SUBJECT TO DEDICATIONS, LIMITATIONS, RESTRICTIONS, RESERVATIONS OR EASEMENTS OF RECORD. - LEGAL DESCRIPTIONS PROVIDED BY CLIENT OR ATTESTING TITLE COMPANY. - BOUNDARY SURVEY MEANS A DRAWING AND/OR A GRAPHIC REPRESENTATION OF THE SURVEYWORK PERFORMED IN THE FIELD, COULD BE DRAWN AT A SHOWN SCALE ANDOR NOT TO SCALE. - EASEMENTS AS SHOWN ARE PER PLAT BOOK UNLESS DEPICTED OTHERWISE. - THE TERM ' ENCROACHMENT' MEANS VISIBLE AND ABOVE GROUND ENCROACHMENTS. - ARCHI TECTS SHALL VERIFY ZONING REGULATIONS, RESTRICTIONS, SETBACKS AND WILL BE RESPONSIBLE FOR SUBMITTING - PLOT PLANS WITH CORRECT INFORMATION FOR 'APPROVAL FOR AUTHORIZATION' TO THE PROPER AUTHORITIES IN NEW CONSTRUCTION. - UNLESS OTHERWISE NOTED, THIS FIRM HAS NOT ATTEMPTED TO LOCATE FOOTING ANDOR FOUNDATIONS. - FENCE OWNERSHIP NOT DETERMINED. - THIS PLAN OF SURVEY, HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF THE ENTITIES NAMED HEREON, THE CERTIFICATE - DOES NOT EXTEND TO ANY UNNAMED PARTY. - THE NFIP FLOOD MAPS HAVE DESIGNATED THE HEREIN DESCRIBED LAND TO BE SITUATED IN ZONE: 'AH' - COMMUNITY 120658 /PANEL 0458 / SUFFIX., L, DATE OF FIRM: 911 1M9 BASE FLOOD ELEVATION., 9 FEET. - THE SUBJECT PROPERTY DOES LIE IN A SPECIAL FLOOD HAZARD AREA DRAWN BY: I MCH ORDERED FROM DATE DRAWN: 813012012 CHECKED BY: C.M.I. FIELD DATE: 8/'27/2012 JOB NO: 12- 002412 -2 SHEET. 1 OF 2 ' 4 SURVEYOR'S CERTIFICA770N: s I HEREBY CERTIFY: THIS 'BOUNDARY SURVEY' OF THE PROPERTY DESCRIBED HEREON, HAS RECENTLY BEEN SURVEYED AND DRAWN CINDER MY SUPERVISION, AND COMPLIES WITH THE MINIMUM TECHNICAL STANDARDS AS SET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL LAND SURVEYORS IN CHAPTER SJ -17, FLORIDA ADMINISTRATIVE CODE PURSUANT TO 472027, FLORIDA STATUTES. 4 1 BY: 8 -27 -2012 f CARLOS IBARRA (DATE OFFIELD WORK) , PROFESSIONAL LAND SURVEYOR NO.: 6670 STATE OF FLORIDA I (VAUD COPIES OF THIS SURVEY WILL BEAR THE EMBOSSED SEAL OF THE ATTESTING. LAND SURVEYOR), REVISED ON' REVISED ON: 1.. e NO. 6770 STATE OF ale • /PCORIOP. ._• •....... •,. L.B.# 7806 SEAL