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Home My WebLink AboutSUBMITTED PAPERS_2441 Solaz Ave HVAC Load Calculations for x. 441 Solaz Ave. Port Saint Lucie, Florida FILE COPY J.a 9 y '34j Y "I, RESIDZIMAL M, "--"'Vr' _. AC'. AC Ams Prepared By: Residential Energy Calds Tuesday, August 02, 2011 Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. RhVac'--Residential t'&�Light.Cdi6mercia1,HVACLda d Elite Software Development, Inc -44 AS6 az�Ave" Ken Humphrey 1-0 % _,hr6y, ,7 ;P J4Gen6raI Project Information Project Title: 441 Solaz Ave Designed By: Emporium Homes Corp. Project Date: Tuesday, August 02, 2011 Client Address: 441 Solaz Ave. Client City: Port Saint Lucie, Florida Company Name: Residential Energy Calcs F Reference City: Fort Pierce, Florida Building Orientation: Front door faces North Daily Temperature Range: Medium Latitude: 27 Degrees Elevation: 25 ft. Altitude Factor: 0.999 Elevation Sensible Adj. Factor: 1.000 Elevation Total Adj. Factor: 1.000 Elevation Heating Adj. Factor: 1.000 Elevation Heating Adj. Factor: 1.000 Outdoor Outdoor Dry Bulb Wet Bulb Winter: 42 39.4 Summer: 90 78 Outdoor Indoor Rel.Hum Rel.Hum 80% n/a 59% 50% Indoor Grains Dry Bulb Difference 70 n/a 75 61 [Check Figures Total Building Supply CFM: 578 CFM Per Square ft.: 0.482 Square ft. of Room Area: 1,200 Square ft. Per Ton: 817 Volume (W) of Cond. Space: 9,598 1,Bdilding-L-6ads- Total Heating Required Including Ventilation Air: 21,293 Btuh 21.293 MBH Total Sensible Gain: 13,223 Btuh 77 % Total Latent Gain: 3,887 Btuh 23 % Total Cooling Required Including Ventilation Air: 17,110 Btuh 1.43 Tons (Based On Sensible + Latent) 1.47 Tons (Based On 75% Sensible Capacity) LNotes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. 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. Rhvac Residential &Light Commercial HVAC Loads Elite Software Deveippnent, Inc., Ken k6rno iey 441'SolazAve Port Saint Lucie FL 34983.. ,' - Page 3 l!liiscellaneout Report System 1 Rheem Or Equivalent Outdoor' C?utdos CuCdo?r 6ds�r: _tor. Gr��is, :!n- ,t D.6�'rs .Dry-.Bulb I2rence- Winter: 42 39.4 80% n/a 70 n/a Summer: 90 78 59% 50% 75 61.09 Main Trunk Runouts Calculate: Yes Yes Use Schedule: Yes Yes Roughness Factor: 0.00300 0.01000 Pressure Drop: 0.1000 in.wg./100 ft. 0.1000 in.wg./l 00 ft. Minimum Velocity: 650 ft./min 450 ft./min Maximum Velocity: 900 ft./min 750 ft./min Minimum Height: 0 in. 0 in. Maximum Height: 0 in. 0 in. Outside Air Data Winter Summer Infiltration Specified: 0.310 AC/hr 0.160 AC/hr 50 CFM 26 CFM Infiltration Actual: 0.310 AC/hr 0.160 AC/hr Above Grade Volume: X 9,598 Cu.ft. X 9,598 Cu.ft. 2,975 Cu.ft./hr 1,536 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 50 CFM 26 CFM Total Building Ventilation: 31 CFM 31 CFM —System 1— Infiltration & Ventilation Sensible Gain Multiplier: 16.49 = (1.10 X 0.999 X 15.00 Summer Temp. Difference) Infiltration & Ventilation Latent Gain Multiplier: 41.50 = (0.68 X 0.999 X 61.09 Grains Difference) Infiltration & Ventilation Sensible Loss Multiplier: 30.77 = (1.10 X 0.999 X 28.00 Winter Temp. Difference) Winter Infiltration Specified: 0.310 AC/hr (50 CFM), Construction: Semi -Tight Summer Infiltration Specified: 0.160 AC/hr (26 CFM), Construction: Semi -Tight -Duct_Load Factor_ Scenarios for System_1 ,tttc Duet : Duet :, Surface ; From Descri tit rt _. _UO-C-' obi U .0 it n 'laea�aa� "; lipa ifats;�ri - ,�'ea " -►viGD 1 Supply Main Attic 16B 0.12 6 324 No 1 Return Main Attic 16B 0.24 6 60 No V Rhvac Residential $Light Gommer.'cial HVAC Loads Etite Software Developmeht, lnc Ken Humphrey „ ,441 Solaz Ave .Port:Samt Lucie FL 34983 .. = Pa e 5 -Duct Size Preview . ,` - . . Room or Duct Name Minimumi Velocity't Maximum Rough.4 Velocity! Factorl Design] SPA U100f Lossi_ Ductt Velocity Duct! Htg Clg ! Act. Lengthlo�� i Flower Flow Dot Size Y System 1 ...................... ...... _.... ............ ........ ........ _....... ........ _.................. . _.. ........ _._ _.. _.... Supply Runouts _....... ........... .- --- ...._.._....... ... -....... ._--- ------- ....... _...... ........._... - _— ........ _..... _...__._....----- -._.._....._...- - --....... _.._.._: _._.__------ --.......__.... Zone 1 ............ . ....... ._..... .._...._ ..._. _ .. ..... 1-Living _.............. ..._ _ ... 45D ..... 750:.._........ . . _ 0' _ - _.._....._ 502.3 71 1-3 . 134.....1- - -.... 7 -........_.. _..._. 2-Bedroom2 _ ..:. 456 _ .... 750 ._..._.__0:1. 0: - 0.1 -_......._... 663.5 26i 58 58 1--4 - .................. _.............. _._-_...-..... _-_........_....-r-- 3-Bedroom1 -._... -- '450_.._.__._ - ._.._....._._. .._. ........-_._ _ .-.-...:. .. __ _.�_..._... 74 74 ..._.-_._. 1--5 -----•---...---------.__..-._._...._...__.....-----..._..._--..._...... 4-Bath 1 4501s __750i._....----.__0'.----..._..:�...__.....---.._.....543.4_ 750 0 0.1 ; 169.7 _..----.._...__.._43 i 12;� --------- ------._------ 15 1-4 -........ ..........._............... . _ -------- . __ 5-Master Bath ...._............... ._........ _..._.._....... 450; ... ..............__.... 750; ..... 0: 0.1 381 7 28 33 33 .. . 1- 4 - _.._......- ...._.......... 6-Master Bedroom -- 450 _........, 750 .................. 0 _.._ .._ ....... 0.1, 461.8' 29 91 91' _ _.. 1--6 7-Kitchen/Laud ry 450 750: 0 0.1 606.9 52 16 1 166 2--5 ..._...._ .._. _ ..........-- ...... ........... .... ............... _. __ 450 ..... _.-.__. . _.. ............ 750 _ ................................-. ....... 0 _. _ 0.1 .. 89A 2 ....... � ..- 1 8 1--4 -8-Hall ....... _._..... . ............... _ Other Ducts .... __.._-.._ ... ................ ........ ............. _------------- .----------- °---...._....------ ------------- ---- ......... -..._.... -- -- ..... _._......... ---.._•_.. - _..... ........ ... ......... ............... Supply Main Trunk :-....__.._.._.. 650: 900 ow 0.14 711.8 264 57 578 903 Summary .ystem.1.._....... -- ..._..__._._._._....... - Heating Flow: 264 ..... ... ..............__._--._.__...._._.................._.__.._....._.. ......................... - ... -........ ..... ........ _.......... ......... ......... _._...._...___...._...._............._.._.._.................... ._............... _..... ........ ... _...._......__........ ..._..._.... Cooling Flow. 578 Rhvac Residential & Light Commercial HVAC Loads EIR� Software Development, lnc Ken Humphrey '` ,441 SolazAve ;Port Samt:Lucie FL `34983 ° , =.. ., z ... P'Cle 6, Total Buildingi: Su►nr»ary Loads Component Aer Y Lat Sen 4Toi(; no��ri�tt�.n .. V..w_ .: _ ,_ _ _ .- :- - - .. :� _� .-- ..,, � .-,..__.,� _.Vdit'`t ., •-...».'-. O►s�t� .. K--- Low ff--++ ' �+ �+ .:7 `o7i�'Y� _.w,...,._ t7ain- 1A-cb-o: Glazing -Single pane, operable window, clear, 76.5 2,314 0 2,448 2,448 metal frame with break, u-value 1.08, SHGC 0.75 11 D: Door -Wood - Solid Core 42 458 0 426 426 13A-4ocs: Wall -Block, board insulation only, R-4 board 1033.5 4,136 0 2,260 2,260 insulation, open core, siding finish 160-30: Roof/Ceiling-Under Attic with Insulation on Attic 1199.8 1,074 0 1,535 1,535 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, White or Light Color Shingles, Any Wood Shake, Light Metal, Tar and Gravel or Membrane, R-30 insulation 22A-ph: Floor -Slab on grade, No edge insulation, no 145 5,513 0 0 0 insulation below floor, any floor cover, passive, heavy moist soil Subtotals for structure: 13,495 0 6,669 6,669 People: 2 400 460 860 Equipment: 0 1,200 1,200 Lighting: 0 0 0 Ductwork: 5,319 1,138 3,962 5,100 Infiltration: Winter CFM: 50, Summer CFM: 26 1,525 1,062 421 1,483 Ventilation: Winter CFM: 31, Summer CFM: 31 954 1,287 511 1,798 Total Building Load Totals: 21,293 3,887 13,223 17,110 -Check Fi ures- Total Building Supply CFM: 578 CFM Per Square ft.: 0.482 Square ft. of Room Area: 1,200 Square ft. Per Ton: 817 Volume (f?) of Cond. Space: 9,598 Total Heating Required Including Ventilation Air: 21,293 Btuh 21.293 MBH Total Sensible Gain: 13,223 Btuh 77 % Total Latent Gain: 3,887 Btuh 23 % Total Cooling Required Including Ventilation Air. 17,110 Btuh 1.43 Tons (Based On Sensible + Latent) 1.47 Tons (Based On 75% Sensible Capacity) Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. 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. Rhvac Residential & Ight Commercial HUAC Loads v Ehte Software Development, Inc Ken Humphrey 44 f Solaz Ave _ Port"Samt.Lucie FL 34983 Fa a 7 q ry: Syslem- l Rh'eem t E iMl ht'Sc�mma Loads area - Serr _ t Sen:, Total' lComponent bescriotiO)1.. - -Quan IA-cb-o: Glazing -Single pane, operable window, clear, 76.5 2,314 0 2,448 2,448 metal frame with break, u-value 1.08, SHGC 0.75 11 D: Door -Wood - Solid Core 42 458 0 426 426 13A-4ocs: Wall -Block, board insulation only, R-4 board 1033.5 4,136 0 2,260 2,260 insulation, open core, siding finish 16C-30: Roof/Ceiling-Under Attic with Insulation on Attic 1199.8 1,074 0 1,535 1,535 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, White or Light Color Shingles, Any Wood Shake, Light Metal, Tar and Gravel or Membrane, R-30 insulation 22A-ph: Floor -Slab on grade, No edge insulation, no 145 5,513 0 0 0 insulation below floor, any floor cover, passive, heavy moist soil Subtotals for structure: 13,495 0 6,669 6,669 People: 2 400 460 860 Equipment: 0 1,200 1,200 Lighting: 0 0 0 Ductwork: 5,319 1,138 3,962 5,100 Infiltration: Winter CFM: 50, Summer CFM: 26 1,525 1,062 421 1,483 Ventilation: Winter CFM: 31, Summer CFM: 31 954 1,287 511 1,798 System 1 Rheem Or Equivalent Load Totals: 21,293 3,887 13,223 17,110 Check Fi ures _..... - - -. _.K Supply CFM: 578 CFM Per Square ft.: 0.482 Square ft. of Room Area: 1,200 Square ft. Per Ton: 817 Volume (ft3) of Cond. Space: 9,598 Total Heating Required Including Ventilation Air: 21,293 Btuh 21.293 MBH Total Sensible Gain: 13,223 Btuh 77 % Total Latent Gain: 3,887 Btuh 23 % Total Cooling Required Including Ventilation Air: 17,110 Btuh 1.43 Tons (Based On Sensible + Latent) 1.47 Tons (Based On 75% Sensible Capacity) Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. 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. Rhaac Residential & L iahMommercral HVAC Loads Elite Software Dev-eloorn lnc. Ken'Humphrey 441 Solaz Ave• Prt:S oaint Lucie, FL., - Ra a 8= -system - j Zonel Summary Loads. (Average=.Load Procedure for Booths) :Component Aron r� �Sen S .,.ption Qua' ..`'`� Iri35S - �ai31 =- - Gam 1A-cb-o: Glazing -Single pane, operable window, clear, 76.5 2,314 0 2,448 2,448 metal frame with break, u-value 1.08, SHGC 0.75 11 D: Door -Wood - Solid Core 42 458 0 426 426 13A-4ocs: Wall -Block, board insulation only, R-4 board. 1033.5 4,136 0 2,260 2,260 insulation, open core, siding finish 16C-30: Roof/Ceiling-Under Attic with Insulation on Attic 1199.8 1,074 0 1,535 1,535 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, White or Light Color Shingles, Any Wood Shake, Light Metal, Tar and Gravel or Membrane, R-30 insulation 22A-ph: Floor -Slab on grade, No edge insulation, no 145 5,513 0 0 0 insulation below floor, any floor cover, passive, heavy moist soil --......... ---------------- -- - ---- - -- - - _._ _..-....__.-_........ Subtotals for structure: 13,495 0 6,669 6,669 People: 2 400 460 860 Equipment: 0 1,200 1,200 Lighting: 0 0 0 Ductwork: 5,319 0 3,962 3,962 Infiltration: Winter CFM_ 50, Summer _CFM: 26_.........._._------.._.-.__._____. 1,525 --- 1,062 _... 421 -- 1,483 System 1, Zone 1 Load Totals: 20,339 1,462 12,712 14,174 I.Check-FigUres-,." Supply CFM: 578 CFM Per Square ft.: 0.482 Square ft. of Room Area: 1,200 Square ft. Per Ton: 1,002 Volume (f 3) of Cond. Space: 9,598 Zone Loads Total Heating Required: 20,339 Btuh 20.339 MBH Total Sensible Gain: 12,712 Btuh 90 % Total Latent Gain: 1,462 Btuh 10 % Total Cooling Required: 14,174 Btuh 1.18 Tons (Based On Sensible + Latent) 1.20 Tons (Based On 75% Sensible Capacity) '_dotes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. 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. Rh vac Residential $� Light Commercial HVAC Loads Elite Software Development, Inc Ken Humphrey - - �441 SolazAve PortSamt Luce, FL- 34983 " - - Pa e 9 Detailed Room Loads. - Raorn 1 Living.(Average load Procedure Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 19.0 ft. System Number: 1 Room Width: 18.0 ft. Zone Number: 1 Area: 342.0 sq.ft. Supply Air: 134 CFM Ceiling Height: 8.0 ft. Supply Air Changes: 2.9 AC/hr Volume: 2,736.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 8 CFM Runout Air: 134 CFM Percent of Supply.: 6 % Runout Duct Size: 7 in. Actual Summer Vent.: 7 CFM Runout Air Velocity: 502 ft./min. Percent of Supply: 5 % Runout Air Velocity: 502 ft./min. Actual Winter Infil.: 13 CFM Actual Loss: 0.131 in.wg./100 ft. Actual Summer Infil.: 7 CFM Item Area -U-' Htg Quantity -Value •- HTM., .-Gt4h S -Wall-13A-4ocs 19 X 8 108.5 0.143 4.0 434 2.2 0 237 E -Wall-13A-4ocs 18 X 8 144 0.143 4.0 577 2.2 0 315 S-Door-11 D 3 X 7 21 0.390 10.9 229 10.1 0 213 S -GIs-1A-cb-o shgc-0.75 100%S 22.5 1.080 30.2 680 32.0 0 720 UP-Ceil-16C-30 19 X 18 342 0.032 0.9 306 1.3 0 438 Floor-22A-ph 37 ft..Per. 37 1.358 38.0 1,407 0.0 0 0 Subtotals for Structure: 3,633 0 1,923 Infil.: Win.: 12.7, Sum.: 6.6 296 1.324 392 0.365 273 108 Ductwork: 1,425 920 Room Totals: 5,450 273 2,951 Rhvac Residential & Light Commercial HVAC Loads ken Humphrey Y Elite Software Development, Inc. 441 Sotaz Ave Port.Samt Lucie FL;34983 :._. ' _Pa a 10.,, Detailed Room Loads: =Room -2." :Bedroom -2 (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 12.0 ft. System Number: 1 Room Width: 12.0 ft. Zone Number: 1 Area: 144.0 sq.ft. Supply Air: 58 CFM Ceiling Height: 8.0 ft. Supply Air Changes: 3.0 AC/hr Volume: 1,152.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 3 CFM Runout Air: 58 CFM Percent of Supply.: 5 % Runout Duct Size: 4 in. Actual Summer Vent.: 3 CFM Runout Air Velocity. 663 ft./min. Percent of Supply: 5 % Runout Air Velocity: 663 ft./min. Actual Winter Infil.: 4 CFM Actual Loss: 0.494 in.wg./100 ft. Actual Summer Infil.: 2 CFM Item Area .. Htcritg i+at Seri Des iptier3 - ". --Quanti . Value .., -HTM"- S -Wall-13A-4ocs 12 X 8 81 0.143 4.0 324 2.2 0 177 S -GIs-IA-cb-o shgc-0.75 100%S 15 1.080 30.2 454 32.0 0 480 UP-Ceil-16C-30 12 X 12 144 0.032 0.9 129 1.3 0 184 Floor-22A-ph 12 ft..Per. 12 1 358 38.0 456 0.0 0 0 Subtotals for Structure: 1,363 0 841 Infil.: Win.: 4.1, Sum.: 2.1 96 1.323 127 0.365 89 35 Ductwork: 528 397 Room Totals: 2,018 89 1,273 Rhvac Residential s Light Commercial HVAC Loads Elite Software Development, Inc Ken; Humphrey 441 Sq Ave Port Saint Lucie FL_.34983. ` ' • .. :. _ . Pa :Dedrooin (Average Load Procedure) -Genera! Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: • 12.0 ft. System Number: 1 Room Width: 12.0 ft. Zone Number: 1 Area: 144.0 sq.ft. Supply Air: 74 CFM Ceiling Height: 8.0 ft. Supply Air Changes: 3.9 AC/hr Volume: 1,152.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 5 CFM Runout Air: 74 CFM Percent of Supply.: 7 % Runout Duct Size: 5 in. Actual Summer Vent.: 4 CFM Runout Air Velocity: 543 ft./min. Percent of Supply: 5 % Runout Air Velocity: 543 ft./min. Actual Winter Infil.: 8 CFM Actual Loss: 0.243 in.wg./l00 ft. Actual Summer Infil.: 4 CFM item :. Area :+ _U-. t �t Sinlg Lai yen' Q scriptit�n OZ�aanti :. 17alue .. HTM ,; Lc�s:.._ H �vI t Oath . Gaih: S -Wall-13A-4ocs 12 X 8 81 0.143 4.0 324 2.2 0 177 W -Wall-13A-4ocs 12 X 8 96 0.143 4.0 384 2.2 0 210 S -GIs-IA-cb-o shgc-0.75100%S 15 1.080 30.2 454 32.0 0 480 UP-Ceil-16C-30 12 X 12 144 0.032 0.9 129 1.3 0 184 Floor-22A-ph 24ft..Per. 24 1.358 38.0 913 0.0 0 0 Subtotals for Structure: 2,204 0 1,051 Infil.: Win.: 8.3, Sum.: 4.3 192 1.323 254 0.365 177 70 Ductwork: 870 508 Room Totals: 3,328 177 1,629 Rhvac Residential & Light Commercial NVAC Loads Eiite Software Development, Inc:: KenHumphrey - 441 SolazAve 'Dot ailed ROOM.L 66d Roo►n 4 Bath '`(Average' Load Procedure) :'` General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 8.0 ft. System Number: 1 Room Width: 6.0 ft. Zone Number: 1 Area: 48.0 sq.ft. Supply Air: 15 CFM Ceiling Height: 8.0 ft. Supply Air Changes: 2.3 AC/hr Volume: 384.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 1 CFM Runout Air: 15 CFM Percent of Supply.: 10 % Runout Duct Size: 4 in. Abtual Summer Vent.: 1 CFM Runout Air Velocity: 170 ft./min. Percent of Supply: 5 % Runout Air Velocity: 170 ft./min. Actual Winter Infil.: 3 CFM Actual Loss: 0.034 in.wg./100 ft. Actual Summer Infil.: 1 CFM Item _, Area :. ' ` ""-Uj�: Htg a ClgatSen.' rt iJ sir nl on - t�anti Va{ue . HTM _ t Loss = KT-N1 Ga i Gasp ', W -Wall-13A-flocs 8 X 8 64 0.143 4.0 256 2.2 0 140 UP-Ceil-16C-30 8 X 6 48 0.032 0.9 43 1.3 0 61 Floor-22A-ph 8 ft..Per._... . .... ... .. .... 8 1.358.... ___.. 38.0._ .... .._.__304... _ -0.0 . ........ _. 0.. Subtotals for Structure: 603 0 201 Infil.: Win.: 2.8, Sum.:1.4 64 1.328 85 0.359 59 23 Ductwork: - _._................... .... ..... ...... ...... .... __..... _ ..... . 244 101 Room Totals: 932 59 325 Rhvac Residential & Ught Commercial HVA_ C Loads_ Y Elite SoftwAre Development, lnc., Ken Humphrey 441 SofazAve ,Port:Samt.Lucie, FL 34983age 131 Detailed Roorn Loads.- Room 5--Master Bath:{Average-Load Procedure) , General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 10.0 ft. System Number: 1 Room Width: 9.0 ft. Zone Number: 1 Area: 90.0 sq.ft. Supply Air: 33 CFM Ceiling Height: 8.0 ft. Supply Air Changes: 2.8 AC/hr Volume: 720.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 3 CFM Runout Air: 33 CFM Percent of Supply.: 10 % Runout Duct Size: 4 in. Actual Summer Vent.: 2 CFM Runout Air Velocity: 382 ft./min. Percent of Supply: 5 % Runout Air Velocity: 382 ft./min. Actual Winter Infil.: 7 CFM Actual Loss: 0.166 in.wg./l00 ft. Actual Summer Infil.: 3 CFM item Area -U, Htg - Sen is Lai sir on = - - Quanti - Value . - HTM : L%ass : = I ,`?`tit - � Gal N -Wall-13A-4ocs 9 X 8 72 0.143 4.0 288 2.2 0 158 W -Wall-13A-4ocs 10 X 8 80 0.143 4.0 320 2.2 0 175 UP-Ceil-16C-30 10 X 9 90 0.032 0.9 81 1.3 0 115 Floor-22A-ph 19 ft._Per. _.._...._..__....._._...... ____._19 1.358 38.0 722 0.0 0 0 Subtotals for Structure: 1,411 0 448 Infil.: Win.: 6.5, Sum.: 3.4 152 1.322 201 0.368 140 56 Ductwork: _.. -- .......---............. __......... - 571 228 Room Totals: 2,183 140 732 Rhvac Residential &Light Commercial HVAC Loads Elite Software Development, Inc. Ken:Humphrey 441 SolazAve Port8amf Lucie FL 34983 , Pa a 14 . Detailed Room Loads: ' Room► Z " .Master 8edr6oM. (Averag►e.:Ldad Procedure) Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 14.0 ft. System Number: 1 Room Width: 10.0 ft. Zone Number: 1 Area: 140.0 sq.ft. Supply Air: 91 CFM Ceiling Height: 8.0 ft. Supply Air Changes: 4.9 AC/hr Volume: 1,120.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 3 CFM Runout Air: 91 CFM Percent of Supply.: 4 % Runout Duct Size: 6 in. Actual Summer Vent.: 5 CFM Runout Air Velocity: 462 ft./min. Percent of Supply: 5 % Runout Air Velocity: 462 ft./min. Actual Winter Infil.: 5 CFM Actual Loss: 0.137 in.wg./100 ft. Actual Summer Infil.: 2 CFM D:escr ptiQn Area Ouan#iiy ;:. -U= Value - - Htg �' -HTM ; . _, Sin Gfi g Y Lca� Lat Serb Ga�t�:: N -Wall-13A-4ocs 14 X 8 97 0.143 4.0 388 2.2 0 212 N -GIs-IA-cb-o shgc-0.75 100%S 15 1.080 30.2 454 32.0 0 480 UP-Ceil-1 6C-30 14 X 10 140 0.032 0.9 125 1.3 0 179 Floor-22A-ph 14 ft..Per. 14 1.358 38.0 532 0.0 0 0 Subtotals for Structure: 1,499 0 871 Infil.: Win.: 4.8, Sum.: 2.5 112 1.321 148 0.366 103 41 Ductwork: 583 621 People: 200 lat/per, 230 sen/per: 2 400 460 Room Totals: 2,230 503 1,993 Rhvac Residential & Light Commercial HVAC Loads_ Elite Software Development, Inc.; Ken Humphrey 441 solaz Ave Port int SaLucie FL-3 4983 .. 'Rage 15 'Detailed Room•Loads- 'Roo m' 7 - Kitchen/Landry (Averag&L'6,d Procealure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 20.0 ft. System Number: 1 Room Width: 10.0 ft. Zone Number: 1 Area: 200.0 sq.ft. Supply Air: 166 CFM Ceiling Height: 8.0 ft. Supply Air Changes: 6.2 AC/hr Volume: 1,600.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 6 CFM Runout Air: 83 CFM Percent of Supply.: 4 % Runout Duct Size: 5 in. Actual Summer Vent.: 9 CFM Runout Air Velocity: 607 ft./min. Percent of Supply: 5 % Runout Air Velocity: 607 ft./min. Actual Winter Infil.: 10 CFM Actual Loss: 0.303 in.wg./100 ft. Actual Summer Infil.: 5 CFM li&w Area , -U= Htg :, ueaa Clg t et Si t. DPscri tion Quantity ` Vaiue < HTM ; :Loss ; - - IT;Li , a-, Gu9 - ry Ga,n-: N -Wall-13A-4ocs 20 X 8 130 0.143 4.0 521 2.2 0 284 E -Wall-I3A-4ocs 10 X 8 80 0.143 4.0 320 2.2 0 175 N-Door-11 D 3 X 7 21 0.390 10.9 229 10.1 0 213 N -GIs-IA-cb-o shgc-0.75 100%S 9 1.080 30.2 272 32.0 0 288 UP-Ceil-I6C-30 20 X 10 200 0.032 0.9 179 1.3 0 256 Floor-22A-ph 30 ft..Per. ____-..._...--.----------..._..._._......_._._..__._...... 30 1.358 _ _ 38.0 1,141 0.0 0 0 Subtotals for Structure: 2,662 0 1,216 Infil.: Win.: 10.3, Sum.: 5.3 240 1.325 318 0.367 221 88 Ductwork: 1,055 1,134 Equipment: ---...__._. _ -- _.... -.__. _..... __....... _........_._. 0 _.._........_ .....•....... 1,200 Room Totals: 4,035 221 3,638 Rhvac Residential &Light Commercial HVAC Loads Elite Software Development, Inc ; Ken -Humphrey F' 441 So(M Port Saint Lucie FL.34983 a Fa e36 Detailed..Room Loads, -Room 8 .: Hall rage Load Proceddre) . General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 15.3 ft. System Number: 1 Room Width: 6.0 ft. Zone Number: 1 Area: 92.0 sq.ft. Supply Air: 8 CFM Ceiling Height: 8.0 ft. Supply Air Changes: 0.6 AC/hr Volume: 734.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Runout Air: 8 CFM Percent of Supply.: 3 % Runout Duct Size: 4 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 89 ft./min. Percent of Supply: 5 % Runout Air Velocity: 89 ft./min. Actual Winter Infil.: 0 CFM Actual Loss: 0.010 in.wg./100 ft. Actual Summer Infil.: 0 CFM i#'ern Area '� . -U- . ° Htg `.Sees Lat Sere: ;Dercri firm Quanti Va4ue HTM Lc GMIT : Capri; UP-Ceil-I6C-30 15.3 X 6 91.8 0.032 0.9 82 1.3 0 118 Floor-22A-ph 1 ft..Per. 1 1.358 38.0 38 0.0 0 0 Subtotals for Structure: 120 0 118 Infil.: Win.: 0.0, Sum.: 0.0 0 0 0 0 0 0 Ductwork: _.. ._._..T. _..._ ... ... 42 53 Room Totals: 162 0 171 Rhvac mflal: &'Li-qht Commercial HVAC Loads'- Elite Software Developmenc,j 01 �0 "Aye: faz System Room L66id:.S&JMtn6r. Y. .. .... ---Zone I--- 1 Living 342 5,450 71 1-7 502 2,951 273 134 134 2 Bedroom 2 144 2,018 26 1-4 663 1,273 89 58 58 3 Bedroom 1 144 3,328 43 1-5 543 1,629 177 74 74 4 Bath 1 48 932 12 1-4 170 325 59 15 15 5 Master Bath 90 2,183 28 1-4 382 732 140 33 33 6 Master Bedroom 140 2,230 29 1-6 462 1,993 503 91 91 7 Kitchen/Laudry 200 4,035 52 2-5 607 3,638 221 166 166 8 Hall 92 162 2 1-4 89 171 0 8 .. ...... ........... .. 8 .......... ... . .. Ventilation 954 511 1,287 Duct Latent ... ..... ........ ....... ........... ....... ........ - -------------------- . ....... ....... .... ...... .. . 1,138 ....... - -------------- -- -- ---- ...... ........ System 1 total 1,200 21,293 ....... .. .. 264 13,223 3,887 578 578 System I Main Trunk Size: 90 3 in. Velocity: 712 ft./min Loss per 100 ft.: 0.106 in.wg I-Coolifig System Summary Net Required: 1.43 77%/23% 13,223 3,557 1 l,110 Recommended: 1.47 75%/25% 13,223 4,408 17,630 Actual: 1.55 74%/26% 13,750 4,850 18,600 Equipment Data Heatinq System Cooling System Type: Two Speed Heat Pump Standard Air Conditioner Model: RXBH1 7AO5J RPNI-01 8JAZ Indoor Model: RHLLHM2417JA Brand: RHEEM CLASSIC RHEEM CLASSIC OR EQUIVALENT Description: HEAT PUMP SPLIT SYSTEM Efficiency: Hi: 9 / Lo: 9 HSPF 14 SEER Comment: HSPF9.0 14 SEER Sound: Capacity: Hi: 18,000 / Lo: 0 Btuh 18,600 Btuh Sensible Capacity: n/a 13,750 Btuh Latent Capacity: n/a 4,850 Btuh WIND02 v2-03 1) Detailed Wind Load Design (Method 2) per Description: 441 SE 71 Analvsis bv: Victor hernandez Calculated Parameters Type of Structure Height/Least Horizontal Dim 0.43 Flexible Structure No CalculatedParameters Importance Factor 1 Hurricane Prone Region (V>100 mph) Table 6-2 Values Alpha 1 9.500 zg 1 900.000 At = 0.105 Bt = 1.000 Bm = 0.650 Cc = 0.200 1 = 500.00 ft Epsilon = 0.200 Zmin = 15.00 ft Gust factor Category I: Rigid Structures - Simplified Method Gust1 For rigid structures (Nat Freq > 1 Hz) use 0.85 1 0.85 Gust Factor Category l: Rigid Structures - Complete Analysis Zm Zmin 15.00 ft Izm Cc * (33/z)^0.167 0.2281 Lzm 1*(zm/33)^Epsilon 427.06 ft Q (1/(1+0.63*((Min(B,L)+Ht)/Lzm)^0.63))^0.5 0.9359 Gust2 0.925*((1+1.7*Izm*3.4*Q)/(1+1.7*3.4*Izm)) 0.8913 Gust Factor Summary . G ISince this is not a flexible structure the lessor of Gust1 or Gust2 are used 1 0.85 Copyright 2005 Fig 6-6 Internal Pressure Coefficients for Buildings. Gcpi Condition Gcpi Max + Max - Open Buildings Partially Enclosed Buildings Enclosed Buildings 0.00 0.55 0.18 0.00 -0.55 -0.18 Enclosed Buildings 0.18 -0.18 www.mecaenterprises.com o Page No. 1 of 4 f WIND02 v2-03 Detailed Wind Load Design (Method 2) per', U-,. .12.2.1 Design Wind Pressure - Buildings of l Elev 0 Kz ;Kzt qz Ib/ft^2 Pressure (lb/ft^2) Windward Wall* +GCpi -GCpi 15 0.85 42.59 21.30 36.63 Figure 6-6 - External Pressure Coefficients, Cp Loads on Main Wind -Force Resisting Systems_(Method 2) L 1.4 pi L Variable Formula ; Value Units ; Kh 2.01*(15/zg)^(2/Alpha) 0.85 Kht Topographic factor (Fig 6-4) 1.00 Qh .00256*(V)"2*1*Kh*Kht*Kd 42.59 psf Khcc Comp & Clad: Table 6-3 Case 1 0.85 Qhcc .00256*V"2*1*Khcc*Kht*Kd 1 42.59 psf WaII 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.43.2.5 tt Face up Pressure: test) Additional Runs maybe regV for other Mnd directions +GCpi -GCpi ; Leeward Walls (Wind Dir Normal to 43.25 ft wall) -0.50 -25.77 -10.44 Leeward Walls (Wind Dir Normal to 28 ft wall) -0.39 -21.83 -6.49 Side Walls -0.70 -33.01 -17.68 Roof --Wind Normal to Ridge (Theta>=10) - for Wind Normal to 43.25 ft face Windward - Min Cp -0.46 -24.19 -8.86 Windward - Max Cp 0.00 -7.70 7.63 Leeward Normal to Ridge -0.57 -28.26 -12.92 Overhang Top (Windward) -0.46 -16.52 -16.52 Overhang Top (Leeward) -0.57 -20.59 -20.59 Copyright 2005 www.mecaenterprises.com /26/2011 Page No. 2 of 4 8/26/201'1 WINDO2 v2-03 Detailed Wind Load Design (Method 2) perA su �}rD Overhang Bottom (Applicable on Windward only) 0.80 28.96 28.96 Roof - Wind Parallel to Ridge (All Theta) - for Wind Normal to 28 ft face Dist from Windward Edge: 0 ft to 24 ft - Max Cp -0.18 -14.18 1.15 Dist from Windward Edge: 0 ft to 6 ft - Min Cp -0.90 -40.25 -24.92 Dist from Windward Edge: 6 ft to 12 ft - Min Cp -0.90 -40.25 -24.92 Dist from Windward Edge: 12 ft to 24 ft - Min Cp -0.50 -25.77 -10.44 Dist from Windward Edge: > 24 ft -0.30 -18.53 -3.19 * Horizontal distance from windward edge Figure 6-10 - External Pressure Coefficients, GCpf Loads on Main Wind -Force Resisting Systems w/ Ht <= 60 ft Kh = 2.01*(15/zg)^(2/Alpha) = 0.85 Kht = Topographic factor (Fig 6-2) = 1.00 Qh = 0.00256*(\J)"2*lmpFac*Kh*Kht*Kd = 42.59 Theta = Angle of Roof = 18.4 Deg Transverse DirecWn L�ngiitudinal l'i.fopti®n ¢' rsibi atLoad Cases Wind Pressures on Main Wind Force Resisting System Surface GCpf +GCpf -GCpf qh (psf) Min P (psf) Max P (psf) 1 0.52 0.18 -0.18 42.59 14.33 29.66 2 -0.69 0.18 -0.18 42.59 -37.06 -21.72 3 -0.47 0.18 -0.18 42.59 -27.62 -12.29 4 -0.42 0.18 -0.18 42.59 -25.36 -10.03 5 -0.45 0.18 1 -0.18 42.59 -26.83 -11.50 6 -0.45 0.18 1 -0.18 42.59 -26.83 -11.50 1 E 0.78 0.18 -0.18 42.59 25.56 40.90 2E -1.07 0.18 -0.18 42.59 -53.24 -37.91 3E -0.67 0.18 -0.18 42.59 -36.35 -21.01 4E -0.62 0.18 -0.18 1 42.59 1 -33.99 -18.66 " p = qh " (GGpt - VGp) Copyright 2005 www.mecaenterprises.com Page No. 3 of 4 i . � J 8/26/2011 WIND02 v2-03 Detailed Wind Load Design (Method 2) per j�,.Sr;,% "I ;C) Figure 6-11 - External Pressure Coefficients, GCp Loads on Components and Cladding for Buildings w/ Ht <= 60 ft a �a Hipped Roof 7 < Theta <= 27 a = 2.8 =_> 3.00 ft Dnuhla Click on anv data entry line to receive a heln Srreen Component Width (ft) Span (ft) Area (ft-2) Zone GCp Wind Press (Ib/ft^2 Max Min Max Min TRUSS 2 30.5 310.08 1 0.30 -0.80 20.44 -41.74 TRUSS 2 30.5 310.08 2 0.30 -1.20 20.44 -58.78 TRUSS 2 30.5 310.08 3 0.30 -1.20 20.44 -58.78 TRUSS 2 5 10.00 2H 0.50 -2.20 21.30 -93.71 TRUSS 2 5 10.00 1 0.50 -0.90 28.96 -46.00 TRUSS 2 5 10.00 2 0.50 -1.70 28.96 -80.08 TRUSS 2 5 10.00 3 0.50 -1.70 28.96 -80.08 WALL 4 12 48.00 4 0.88 -0.98 45.14 -49.40 WALL 4 12 48.00 5 0.88 -1.16 45.14 -57.05 OPENING 3 5 15.00 4 0.97 -1.07 48.94 -53.20 OPENING 3 5 15.00 5 0.97 -1.34 48.94 -64.65 OPENING 3 7 21.00 4 0.94 -1.04 47.84 -52.10 OPENING 3 7 21.00 5 0.94 -1.29 47.84 -62.45 0.00 0.00 Note: F triter cone i tnrougn 5, or i H tnrougn 6H for overnangs. Copyright 2005 www.mecaenterprises.com . Page No. 4 of 4 Title : Job # Dsgnr: Date: 3:51 PM, 2 AUG 11 Description Scope : User. KVU-0606846, Ver5.8.0, 1-Deo-2003 Masonry Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software steve.emCalculations Description Masonry wall 9'-0" zone 5 General Information Code Ref: ACI 530-02 Wall Height 9.00 ft Seismic Factor 0.3300 fm 1,500.0 psi Parapet Height 0.00 ft Cale of Em = fm ` 900.00 Fs 24,000.0 psi Duration Factor 1.330 Special Inspection Thickness 8.0 in Wall Wt Mult. 1.000 Grout @ Rebar Only Rebar Size 5 Medium Weight Block Rebar Spacing 48 in Equivalent Depth to Rebar 3.810 in @ Center Solid Thickness 4.600 in Loads Uniform Load Concentric Axial Load Wind Load 57.050 psf Dead Load 400.000 #/ft Dead Load 0.000 #/ft Live Load 480.000 #/ft Live Load 0.000 #/ft Load Eccentricity 0.000 in Roof Load Roof Load Design Values E 1,350,000 psi Rebar Area 0.078 in2 np 0.03641 j 0.92137 n : Es / Em 21.481 Radius of Gyration 2.535 in k 0.23590 2 / kj 9.20187 Wall Weight 49.000 psf Moment of Inertia 354.810 in4 Max Allow Axial Stress = 0.25 fm (1-(h/140r)^2) * Spinsp 340.28 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 0.0 880.0 0.0 0.0 15.94 DL + LL + Wind 0.0 400.0 0.0 0.0 7.25 DL + LL + Seismic 0.0 400.0 0.0 0.0 7.25 Between Base & Top of Wall DL+LL 0.0 1,100.5 0.0 0.0 19.94 DL + LL + Wind 6,931.6 620.5 25,478.4 366.2 11.24 DL + LL + Seismic 1,964.7 620.5 7,221.5 103.8 11.24 9.00ft high wall with 0.00ft parapet, Med Wt Block w/ 8.00in wall w/ #5 bars at 48.00ino.c. at center Max. Bending Compressive Stress ......... 377.41 OK Allowable .................... 658.35 OK Max. Axial Only Compressive Stress ......... 19.94 psi Allowable .......... 340.28 OK Max Steel Bending Stress .............. 25,478.39 psi Allowable .......... 31,920.00 OK r Title : Job # Dsgnr: Date: 3:51 PM, 2 AUG 11 Description Scope: Rev: 580002 Page 2 User: KW-0606846, Ver5.8.0, 1-Dec-2003 Masonry Wall Design g (c)1983-2003 ENERCALC Engineering Software steve.ecw:Calculations )escription Masonry wall 9'-0" zone 5 Final Loads & Moments Wall Weight moment @ Mid Ht 220.50 Ibs Wind Moment @ Mid Ht 6,931.57 in-# Seismic Moment @ Mid Ht 1,964.66 in-# Dead Load Moment @ Top of Wall 0.00 in-# Dead Load Moment @ Mid Ht 0.00 in-# Total Dead Load 400.00 Ibs Total Live Load 480.00 Ibs Live Load Moment @ Top of Wall 0.00 in-# Livel-oad Moment @ Mid Ht 0.00 in-# Maximum Allow Moment for Applied Axial Load = 6,529.37 in- # Maximum Allow Axial Load for Applied Moment = 18,783.52 Ibs Title : Job # Dsgnr: Date: 3:51 PM, 2 AUG 11 Description Scope: Rev: 680002 user: KW osos84s, Ver5.8.0, 1-Dec-2003 Masonry Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software sleve.ecw:Calculations Description Masonry wall 9'-0" zone 4 General Information Code Ref: ACI 530-02 Wall Height 9.00 ft Seismic Factor 0.3300 f m 1,500.0 psi Parapet Height 0.00 ft Calc of Em = fm * 900.00 Fs 24,000.0 psi Duration Factor 1.330 Special Inspection Thickness 8.0 in Wall Wt Mult. 1.000 Grout @ Rebar Only Rebar Size 5 Medium Weight Block Rebar Spacing 48 in Equivalent Depth to Rebar 3.810 in @ Center Solid Thickness 4.600 in Loads Uniform Load Concentric Axial Load Wind Load 49.400 psf Dead Load 400.000 #/ft Dead Load 0.000 #/ft Live Load 480.000 #/ft Live Load 0.000 #/ft Load Eccentricity 0.000 in Roof Load Roof Load Design Values E 1,350,000 psi Rebar Area 0.078 in2 np 0.03641 j 0.92137 n : Es / Em 21.481 Radius of Gyration 2.535 in k 0.23590 2 / kj 9.20187 Wall Weight 49.000 psf Moment of Inertia 354.810 in4 Max Allow Axial Stress = 0.25 fm (1-(h/140r)12) * Spinsp 340.28 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 0.0 880.0 0.0 0.0 15.94 DL + LL + Wind 0.0 400.0 0.0 0.0 7.25 DL + LL + Seismic 0.0 400.0 0.0 0.0 7.25 Between Base & Top of Wall DL+LL 0.0 1,100.5 0.0 0.0 19.94 DL + LL + Wind 6,002.1 620.5 22,061.9 317.1 11.24 DL + LL + Seismic 1,964.7 620.5 7,221.5 103.8 11.24 9.00ft high wall with 0.00ft parapet, Med Wt Block w/ 8.00in wall w/ #5 bars at 48.00ino.c. at center Max. Bending Compressive Stress ......... 328.31 OK Allowable .................... 658.35 OK Max. Axial Only Compressive Stress ......... 19.94 psi Allowable .......... 340.28 OK Max Steel Bending Stress .............. 22,061.92 psi Allowable .......... 31,920.00 OK all Title : Job # Dsgnr: Date: 3:51 PM, 2 AUG 11 • Description Scope Rev: 580002 User: KW-0606846, Ver5.8.0, 1-Dec-2003 Masonry Wall Design Page 2 (c)1983-2003 ENERCALC Engineering Software sleve.ecw.Calculations Description Masonry wall 9'-0" zone 4 Final Loads & Moments Wall Weight moment @ Mid Ht 220.50 Ibs Wind Moment @ Mid Ht 6,002.10 in-# Seismic Moment @ Mid Ht 1,964.66 in-# Dead Load Moment @ Top of Wall 0.00 in-# Dead Load Moment @ Mid Ht 0.00 in-# Total Dead Load 400.00 Ibs Total Live Load 480.00 Ibs Live Load Moment @ Top of Wall 0.00 in-# LiveLoad Moment @ Mid Ht 0.00 in-# Maximum Allow Moment for Applied Axial Load = 6,629.37 in-# Maximum Allow Axial Load for Applied Moment = 18,783.52 Ibs a 4 � � i . . EXTERIOR MONOLITHIC FOOTING F-1 INPUT DATA: FOOTING WIDTH DEPTH 16IN 16IN SLAB WIDTH DEPTH 36IN 4IN P=FTG LOAD 1410 #/FT ill A=FTG WEIGHT 267 LB B=TRIANGULAR LOAD 0 LB C=SLAB LOAD 150 LB RESULTANT 1827 LB MOMENTS= LOADS x MOM ARM P 5,640 LB -FT A 977.77778 LB -FT B 0 LB -FT C 225 LB -FT TOTAL MOM. 6,843 LB -FT X 4 FT E -0.08 FT ECCENTRIC FTG U6 0.22 > -0.08 OK WITHIN KERN Qs R/A+M/S S= SECTION MOD 0.3 M= MOMENT -145 PSF Qs=SOIL PRESSURE 881 < 2000 PSF Qs=SOIL PRESSURE 1859 < 2000 PSF 4 ENGINEERING COVER SHEET 'kJ,owN"um'ber2'2633=' Permit Number: Miscellaneous: Date: 8/4/2011 The information in this box is for administrative purposes only and is not part of this engineering review. Truss Fabricator: EAST COAST TRUSS neSign (ritt-ria- Loading: Building Code: FBC 2007 RES Roof TC_LL: 20 Customem, Emporium:Homes � r '_ Load DOL: 1.25 Roof TC_DL• 15 — Wind Standard: ASCE 7-05 Roof BC LL: 0 _ Job Description: S0lhi A`�e "Job ' ` L t Wind —Load —Type: MWFRS Roof BC_DL: 10 45 Location: Floor _TC_LL: 0 Wind Speed: 130 Floor_TC_DL: 0 Notes: Please see individual truss design drawings for load criteria, Wind Exposure: Closed Floor 0 applicable codes, specific loading and ITW BCG View version Wind —Usage: Residential - CAT II _BC_LL: BC_DL: 0 number. -Floor 0 Pang 1 in I Date Paae I ID Date. Page ID I Date. 1 A01G 8/4/2011 2 A02 8/4/2011 3 A03 8/4/2011 4 A04 81412011 5 A05 8/4/2011 6 B01G 8/4/2011 7 B02 8/4/2011 8 V4 8/412011 9 V8 8/4/2011 1A V12 81412011 11 CJ1 8/4/2011 12 CJ3 8/4/2011 13 CJ5 814/2011 14 EJ5 181412011 15 1 HJ7 814/2011 A Professional Engineer's Seal affixed to this index sheet indicates the acceptance of professional Engineering responsibilities for individual truss components fabricated in accordance with the listed and attached Truss Specification Sheets. Determination as to the suitability of these individual truss components for any structure is the responsibility of the Building Designer, as defined in ANSI/TPI 1- 2002, Section 2.2 Permanent files of the original Truss Specification Sheet are maintained by EAST COAST TRUSS. Questions regarding this Index Sheet and/or the attached Specification Sheets may be directed to the truss fabricator listed above. Maui A. rseatty, r.t. License No. 47449 P.O. Box 812 Estero, Fl— 33928 ``teattlttl�+rae L A. a � �. ; • .4 744 .. AT /-' 51 •:GRIDA..• ••��`�� Page 1 of 1 Date: '8/4/' 1 JobKey: 22633 2ompany: East Coast Truss kddress: Index Certification Sheet 5285 St. Lucie Blvd. Ft. Pierce, FL, 34946 Phone: (772) 466-2480 Site Address: 441 SE Solaz Ave. Port St. Lucie,FL- -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- SUPPORT REPORT JOB DESCRIPTION: 22633 WIND CODE: ------- WIND MPH: 130 BLDG TYPE: CLOSED TRUSS TRUSS SUPPORT SUPPORT BEARING BEARING REACT. REACT. MAX WIND DESC SPAN-ft SIZE -in. TYPE XLOC-ft. YLOC-ft. MAX.+# MAX•-# UPLFT.-# A01G 30.00 8.00 WALL 1.000 8.000 2567 -1652 A01G 30.00 8.00 WALL 28.333 8.000 2567 -1652 -------------------------------------------------------------------------------- A02 30.00 8.00 WALL 1.000 8.000 1380 -875 A02 30.00 8.00 WALL 28.333 8.000 1380 -875 -------------------------------------------------------------------------------- A03 30.00 8.00 WALL 1.000 8.000 1380 -875 A03 30.00 8.00 WALL 28.333 8.000 1380 -875 -------------------------------------------------------------------------------- A04 30.00 8.00 WALL 1.000 8.000 1380 -875 A04 30.00 8.00 WALL 28.333 8.000 1380 -875 =------------------------------------------------------------------------------- A05 30.00 8.00 WALL 1.000 8.000 1380 -609 A05 30.00 8.00 WALL 28.333 8.000 1380 -609 -------------------------------------------------------------------------------- BO1G 17.00 8.00 WALL 1.000 8.000 1408 -985 B01G 17.00 8.00 WALL 15.333 8.000 1408 -985 -------------------------------------------------------------------------------- B02 17.00 8.00 WALL 1.000 8.000 785 -491 B02 17.00 8.00 WALL 15.333 8.000 785 -491 -------------------------------------------------------------------------------- V4 4.75 57.00 WALL 0.000 10.349 432 -122 -------------------------------------------------------------------------------- V8 8.75 105.00 WALL 0.000 9.682 799 -413 -------------------------------------------------------------------------------- V12 12.75 153.00 WALL 0.000 9.016 1165 -649 -------------------------------------------------------------------------------- CJ1 1.00 1.50 NAILED -0.191 8.197 50 -22 CJ1 1.00 1.50 NAILED 1.000 8.000 23 -11 CJ1 1.00 1.50 NAILED 1.000 8.568 37 -28 -------------------------------------------------------------------------------- CJ3 3.00 8.00 WALL 1.000 8.000 283 -151 CJ3 3.00 1.50 NAILED 3.000 8.000 25 -18 -23 CJ3 3.00 1.50 NAILED 3.000 9.234 15 -3 -28 -------------------------------------------------------------------------------- CJ5 5.00 8.00 WALL 1.000 8.000 334 -172 CJ5 5.00 1.50 NAILED 5.000 8.000 57 -26 CJ5 5.00 1.50 NAILED 5.000 9.901 103 -86 -------------------------------------------------------------------------------- EJ5 7.00 8.00 WALL 1.000 8.000 414 -222 EJ5 7.00 1.50 NAILED 7.000 8.000 101 -44 EJ5 7.00 1.50 NAILED 7.000 10.568 174 -137 -------------------------------------------------------------------------------- HJ7 9.84 11.31 WALL 1.352 8.000 432 -347 HJ7 9.84 1.50 NAILED 9.837 8.000 203 -133 HJ7 9.84 1.50 NAILED 9.837 10.553 77 -118 A r --------------------------------------------------- ---- ----- -------- ----- ------- ------------------------------------------------------------------------ *HANGER denotes a hanger calculated by the layout program. Refer to the layout HANGER SCHEDULE for complete list of hangers and nails required. ------------------------------------------------------------------------ )b:(22(J33) ,tmporIUM domes ,Solaz Ave. JOB / AU'I (3 Top chord 2x4 SP SS :T2 2x6 SP SS: Bot chord 2x4 SP SS Webs 2x4 SP #3 :W2, W10 2x4 SP #2: (w7 4 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. 130 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL=0.0 psf, wind BC DL=0.0 psf. Iw=1.00 GCpi(+/-)=0.18 Left and right cantilevers are exposed to wind (a) Continuous lateral bracing equally spaced on member. Or 2x4 #3 or better "1- brace. 80 % length of web member. Attached with 16d Box or Gun (0.135"x3.5",min.)nails @ 6" OC. Deflection meets 1-/240live and L/180 total load. Creep increase factor for dead load is 1.50. 7'0"13 173 I 5'4"9 _� 12 A THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0- 3 255 405 3- 4 3379 5240 5- 8 4538 7054 8-12 4537 7052 12-17 44B3 6974 16-20 3379 5239 20-22 255 406 1- 2 411 263 2- 7 758 494 7-11 4914 3159 10-13 7038 4535 15-19 4913 3159 19-21 759 494 21-23 412 263 3- 2 1635 2444 3- 7 4189 2686 6- 7 211 50 6- 9 2361 1522 8- 9 459 567 9-12 15 2 12-14 459 568 14-18 2285 1468 18-19 206 48 19-20 4188 2686 20-21 1633 2441 Wind reactions based on MWFRS pressures. #1 hip supports 7-0-0 jacks W/2 panel TC and no end vert Left side jacks have 7-0.0 setback with 1-0-13 cant and 0-1-2 overhang. End jacks have 7-0-0 setback with 1-0-13 cant and 0-1-2 overhang. Right side jacks have 7-0-0 setback with 1-0-13 cant and 0-1-2 overhang. 16 — 5'1„1 —=T- 193X3 =3X4 ® @ 12 7'0"13 ; 5'6"5 5710 1 1 T 3 I — 8X10 1® fl 5'7"11 i 5'51 i 5'4"9 5'3"5 I 57'11 R=2567# U=1652# W=8" LEFT JIG = 7'6"12 DESC. = A01G PLT. TYP: WAVE 30'1 "9 QTY= 2 TOTAL= 2 "IMPORTANT" FURNISHTHIS DRAWING TOALL CONTRACTORS INCLUDING THE INSTALLERS. Framing members s11a1 be adequately braced widl propary eaeNad at-ti al sheathing and other bracing as mquued by! Uaels deta3s, fdersture and sperdratlor s. Unless otherwise indicated, framing members are designed with all load applied to the top edge of the member. 1 ✓n snlis "� ' ; nW Balding Components Group Inc shall not be responsible for any deviation from this drawing, CIT spY feilurecal) to use for product v1 wn. handling, with thepin manufacturer's a d bracing detaloffro and membceeone; or for n conforms s to handling, shopping, of the end bracing of teeming members. This design conforms to America Forest a d the r Association National Design specification for Wood Corshucdon (No I, published M the American Forest and Paper Assodagan (AFBPA). A seed m MM trwNp or cant pop k" this *wft lodoetes -*PtL— at pfafenlond EAST COAST TRUSS MVInHft forWVstrum,'e� kftmrn� �rofthe ftDD,e�.r vvaltiblillif Vr IS002. °eMn° W Sr. LUCIE BLt'D. Fr. PIr.UCC FL 34g.. For mare Wonnalion see M'alob's genersl notes page and these web sites: ITWBCG: wnw:M1v bcg.cam; OFFlCE: {773}1G6-2fea FS4: (772}fGG-S3SG AFAPA wwwefendpa.arg; TPt: www.tpinstmg; WrCA: www.sbdndmtryorg, ICC: www.kcsefe.org R=2567# U=1652# W=8" RIGHT JIG = 7'6"12 SEQ = 117062 REV. 10.02.05.1129.12 SCALE=0.2656 Paul A. Beatty P.E. License#47449 P.O. Box812 Estero, FL.33928 TC LL 20.Opsf TC DL 15.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 45.Opsf REF DATE 0e-04-2011 DRWG LVA O/A LEN. 30 DIJR.FAC. 1.25 JOB #: 22633 SPACING 24.0" TYPE HIPS Job:(22633) ,Emporium homes ,Solazme. Jot) /AU2 Top chord 2x4 SP SS :T2 2x4 SP #2: Bot chord 2x4 SP #1 Webs 2x4 SP #3 :Lt Slider 2x6 SP #2: BLOCK LENGTH = 2.750' :RtSlider 2x6 SP #2: BLOCK LENGTH = 2.750' 130 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT 11, EXP C, wind TC DL=0.0 psf, wind BC DL=0.0 psf. Iw=1.00 GCpi(+/-)=0.18 Left and right cantilevers are exposed to wind Deflection meets L/240live and LH 80 total load. Creep increase factor for dead load is 1.50. Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0- 6 1729 2207 6- 8 1818 2344 9-11 2161 2713 17-20 1818 2344 20-25 1729 2207 4-10 1979 1507 12-15 2197 1618 14-19 2197 1618 19-23 1979 1508 6-10 259 167 7-10 160 81 7-12 586 467 12-18 586 467 18-19 160 82 19-20 259 167 Wind reactions based on MWFRS pressures. Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 7.50 ft. from roof edge. 9'0"13 + 12' F� 2'8"13 —=T- 1'11 "4 - 1 4'4"11 + 6' -.- - 6' =4X8 1112X3 12 4 p 2X3 EEO M 1X4(C4) %3X4 jI =1118(C4) 6.5 1 % Ipl F- 8713 h►'yt 6013 6 F -1 30'1 "9 R=1380# U=875# RL=111/-111# W=8" 9'0"13 Endpts Tens Comp 11-16 2161 2713 10-12 2197 1618 24-26 394 221 11-12 353 434 4'4"11 �= 1'11 "4 --,_- 2'8"13 --�I --3X4 24 =3XB C4) 26it ro 8'2"13 IPI R=13800 U=875# W=8" LEFT JIG = 9'8" RIGHT JIG = 9'8" DESC. = A02 SEQ = 117107 'PLT. TYP: WAVE GESIGNCRIT-FOCE#7RESfrPi-2=F-r/RT•C%(G%JN(0) QTY= 2 TOTAL= 2 REV. 10.02.05.1129.12 SCALE=0.2656 ECT "WARNINGI•' READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT"FURNIBHTHISDRAWINOTOALLCONTRACTOROINCLUDINGTHEINOTALLORS. Fmmbp members steal he adequahy braced with pmpery attaohad stnrcbaal sheetldrtg end other bracing as requ'ved by manutacaaeYs tletaas, Gtaratura and spedfkatlors UNess etl.rwisa indicated, framing members me designed widn as load applied to the top edge of the member' rrW Bull g Componer� Group me shall not be responsible for any deviation from ttds drewfng, oe,handing with pin . i serlwere d bracing demaa and a y failure to use or anyfabrication, provision oftheendDesofhemhg members. T1ertarany conforms to National Design specification for Wood tubers. T(N design .cods to applicable Forestal of ther Association Corstmcgoa(NDS),puhfshed by the American Foresandt Paper Assocopbi ( afpm. A ud an,ft treMnp a tutu pis latlnp N1e dnvh� Ytdor<hrr IaocePtanm at IxoMabfrtJ Paul A. Beatty P.E. License #47449 TC LL 20.Opsf TC DL 15.Opsf 1 0. O .Sf BC DL p BC LL 0.0psf TOT.LD. 45.Opsf REF DATE 08-04-2011 DRWG LVA O/A LEN. 30 DUR.FAC. 1.25 JOB #:22633 EAST COAST '1'HtSS 8285 SI. LUCIL ULTD. Fr. PIERCC FL 34g+G OFFlCE: ia72)1GG-^.180 FSR: (772}IGG-8g5G ar elrm ft t+ePabitCf wlay fore. design shown, TM auRWy and m of ft dre,Yllp foruglducSnistMfwplrism0ytatNBuilding Deft.rper ANWMI18e¢2 For more nfonnation see tits job's general notes page and these web sites: nWBCG: vv v.ftwbcg.com; AF&PA: v—v.sfandpa.org; TPi: vw y.tpNstorg; WTCA W .sbdndusby.org; IC'C: w .Icsafaxrg P.O. BOX 61 Z Estero, FL.33928 SPACING 24.0" TYPE HIPS Job:(22ti33) ,tmponum Homes ,solazAve. Job /A03 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #2 Sot chord 2x4 SP #1 Webs 2x4 SP #3 :Lt Slider 2x6 SP #2: BLOCK LENGTH = 2.750' :Rt Slider 2x6 SP #2: BLOCK LENGTH = 2.750' 130 mph Wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, not located Within 4.50 ft from roof edge, CAT II, EXP C, Wind TC DL=0.0 psf, Wind BC DL=0.0 psf. Iw=1.00 GCpi(+/-)=0.18 Left and right cantilevers are exposed to Wind Deflection meets L/240live and U180 total load. Creep increase factorfor dead load Is 1.50. Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp O= 7 1730 2268 7-10 1718 2222 8-12 1708 2075 12-17 1708 2075 18-20 1718 2222 20-26 1730 2268 4- 6 2065 1532 6-11 2066 1533 11-14 2184 1570 15.16 2184 1570 1& 21 2065 1533 21-24 2065 1532 25- 27 527 407 7- 6 130 66 7-11 151 94 9-11 334 214 11-12 167 156 12-16 167 155 19-16 334 214 16-20 154 97 20-21 130 66 Wind reactions based on MWFRS pressures. Bottom chord checked for 10.00 psf non -concurrent live toad. MWFRS loads based on trusses located at least 7.50 ft. from roof edge. 11'0"13 8' 11'0"13 - Imo-- 2'8"13 =;_— 3-1" —+ 57"! 5 4' I 4' 1 5'2"15 + 311.1 2'8"13 =3X4 =4X4 =4X4 ® 12 1 Z 0 ICI 4'10"2 I 5'6"7 4'97 2'11"1 I 5'67 N10"2 F m h -4 ICI 30'1"9 R=1380# U=875# RL=135/-135# W=8" FIN T :'B 11 R=1380# U=875# W=8" LEFT JIG = 11'9"4 RIGHT JIG = 11'9"4 DESC. = A03 SEQ = 117118 PLT.TYP: WAVE DESIGNCRIT-FBC20WRESfrP42W IRT-O%P%RO) QTY= 2 TOTAL= 2 REV. 10.02.05.1129.12 SCALE=0.2656 "WARNING]" READ AND FOLLOW ALL NOTES ON THIS DRAWING] Paul A. Beatty TC LL 20.0 sf p REF 'IMPORTANT"FURNIBHTHI®DRAWINGTCALLCCNTRACTORSINCLUDINGTHEINBTALLBR6. P,E.Ucense#47449 DATE 08-04-2011 Framing members shall be adequately braced with property attached sbucaoel sheatfohg and other . TC DL 150 psf ^hy ynnyl^ys Alm. bracing as required by menufacbafa edetalls, rnerabae and specifications. Unless otherwise indicated, framing members are designed win aE bad applied to the top edge of the member. nW BLWmg Components Group Inc. shal not be responsible for wry deviatim from ft drawing, BC DL 10.0psf DRWG LVA and In tion, h—Vica w th ne manufacMefe de allum,acing of falure to use the product fabrication, end bre sig of fremNg sp..; or for wry handling, shipping, BC LL 0.0 psf E C T members. This conforms to of the National cambera. This s), p conforms to eAmedrla Forest s of ne r Asso Design MPA). Specification for Wood na AmericanPaperessseaatance rhsbucan staving TOT.LD. 45.Opsf O/A LEN. 30 EAST COAST TRUSS is dretand of pr). A @u an ahr efrwYrg or txhnr pew ll.trhg this Qnkhg, rrauw.m.prrc. a proheekrW to or br„y�' =mm. owdesign eh� o"h.r"p��ah� SVrPrPiISeliltil end uns of "ziM°`"`0 DUR.FAC. 1.25 JOB #:22633 5288 ST. LUCIE DLCD. Fr. YlERC[i FL a}9}G OFFlCS: (772}SGG-2fea F.LF: (�72NGG-saga For more information see t iajob�s general notes page and these web dies: nWBCG: www.itwbcg.Wm; AFSPn www.efanape.erg; TPI: www.tptnstorg; Wren www.sbdndustry.wg; ice www.icccafe.erg P.O. BOX 812 Estero, FL.33928 SPACING 24.0" TYPE HIPS Top chord 2x4 SP #2 Bot chord 2x4 SP #1 Webs 2x4 SP #3 :Lt Slider 2x6 SP #2: BLOCK LENGTH = 2.750' :Rt Slider 2x6 SP #2: BLOCK LENGTH = 2,750' 130 mph Wind,15.00 ft mean hgt, ASCE 7-05, CLOSED bldg. not located Within 4.50 ft from roof edge, CAT II, EXP C, Wind TC DL=0.0 psf, Wind BC DL=0.0 psf. Iw=1.00 GCpi(+/-)=0.18 Left and right cantilevers are exposed to Wind Deflection meets L/240 live and U180 total load. Creep increase factor for dead load is 1.50. 13'0"13 2'813 _1 4'1" I 67"!5 -4X6 IM THIS DWG. PREPARED BY THE ALPINE JUB UtSlLirvtR PKUGRAM t•KUM I KUZSs Mt -Ks LATUU I Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0. 7 1759 2358 7- 9 1571 2045 10-17 1572 1888 16-19 1575 2050 19-25 1758 2357 4- 6 2158 1564 6-11 2156 1564 11-13 1885 1329 14-18 1885 1329 18-20 2155 1563 20-23 2157 1564 24-26 630 457 7- 6 140 48 7-11 260 295 8-11 300 192 11-15 167 167 15-18 296 165 18-19 258 290 19-20 139 44 Wind reactions based on MWFRS pressures. Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 7.50 fL from roof edge. 13'0"13 — 4' I 6715 2'813 --1 =4X8 ME Ipl FF 510"2 + - 6'6"7 + 2'9'7--:�� +—6'4"11 I 5'10"2 =r A � 6 30'1"9 R=1380# U=875# RL=160/-160# W=8" 7'11 E1 :2'S 1 R=1380# U=875# W=8" LEFT JIG = 13'10"9 RIGHT JIG = 13'10"9 DESC. = A04 SEQ = 117122 PLT. TYP: WAVE DESIGNCRIT-FBC20WRESRPI-2002F7IRT-O%(0%y0(0) QTY= 2 TOTAL= 2 REV. 10.02.05.1129.12 SCALE=0.2656 "WARNING[" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI Paul A. Beatty TC LL 20.Opsf REF "IMPORTANT"FURNI®HTHISDRAWING TOALLCONTRAOTORSINCLUDINOTHE INGTALLERS, P.E. License#47449 DATE 08-04-2011 Framing members shal be adequately braced with property attached sbocbrW sheafti; and other TC D L 15. 0 psf bracing as mgired by manufactimes details, rderahee and specifications. Urdess otherwise indicated, framing members are designed with of loadpplied to the top edge afthe —ba, BC DL 10.0psf DRWG nr uvy am n:aawa rrW Building components Group Inc. shatl not be responsible for any deviaton from tlds drawing, LVA a"y,,,,, to use the product in cordormerce with the m-,facbuefs liters ae, detaae and specification'; or for any fabrication, handling, shipping, insta0a5on and bracing of framing BC LL O.Opsf EET members. Thisdesign conforms to epppcable provision' of the National Design Specification for Wood ConsbuNon (Nos), published by the American Forest and Paper Assodation (AFBPA). TOT.LD. 45.OpS O!A LEN. 30 A�« «wverp.g.YMm+hte�ev� eI 600wtertae0fPra*e�t DUR.FAC. 1.25 JOB #:22633 EAST COAST TRUSS wgln" mtpwWbP4 "f«tMdWMWh meeadt1b.wAuftaftN.dneft for MVsinm..lethe fwpah.b&yofftBuf ngDeIWWperANBVM1Set. P.O. BOX 81 Z SPACING 24.0" TYPE HIPS 5:85 Si. LDC1E OLyD. FT. PIERCE EL S}g}5 OFFlCE: (772}500-2180 Fii: (7T1100-5030 es For more information see Cris Jobk general rates page and the web sites: rTWBCG: www.itxbcg.com; AFSPyvwwwefandpaorg;TPl:www.¢instorgWTCA•wwxsbdndrsbww y.Org;IDC:W.kaafe.org Estero, FL.33928 )ob:(ZL633) ,tmporlum Homes ,6olazAVe. JOD /AUO Top chord 2x4 SP 92 Bot chord 2x4 SP #1 Webs 2x4 SP #3 :Lt Slider 2x6 SP #2: BLOCK LENGTH = 2.750' :Rt Slider 2x6 SP #2: BLOCK LENGTH = 2.750' 130 mph wind,15.00 ft mean hgt, ASCE 7-05. CLOSED bldg, not located Within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=0.0 psf, wind BC DL=0.0 psf. IW=1.00 GCpi(+/-)=0.18 Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. 160"13 2'8"135111, I 77"! 5 .m,4_X4(R1) THIS DWG. PKtPAKtU BY I Ht ALYINt JUU UtSIGNtK YKUGKAM t•KUM I KUJ.S MFK'J LAYUU I Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0- 7 1694 2387 7-10 1398 1897 9-15 1398 1897 15-21 1694 2387 4- 6 2185 1504 6-11 2183 1503 11-12 2183 1503 14-16 2183 1503 16-19 2185 1504 20-22 687 422 7- 6 178 56 7-11 409 481 8-11 608 399 11-16 409 481 15-16 178 54 Wind reactions based on MWFRS pressures. Left and right cantilevers are exposed to Wind Deflection meets L/240live and L/180 total load. Creep increase factor for dead load is 1.50. 15,01,13 T215 61" --+— 2'813 Ipl Fes--6'1W2 I T4"11 �t 6'5"8 6'10"2 _+ F � fpl 30' 1 "9 R=1380# U=609# RL=184/-184# W=8" R=1380# U=609# W=8" LEFT JIG = 15'11"13 RIGHT JIG = 15'11"13 DESC. = A05 SEQ = 117126 PLT. TYP: WAVE DESIGNCRR-FBC2=REWP42002FnRT-O%P%y0(0) QTY= 9 TOTAL= 9 REV. 10.02.05.1129.12 SCALE=0.2656 "WARNING[" READ AND FOLLOW ALL NOTES ON THIS DRAWING[ Paul A. Beatty TC LL 20.Opsf REF -IMPORTANT" FURNISHTHIS DRAWING TOALLCONTRAOTORS INOLUDINGTHE INSTALLERS, P.E. License #47449 DATE 08-04-2011 Framing members shell be adequately braced with propedy aBached strucbrel sheaftng and other TC DL 15.Opsf hracing as regimed by mamdactraers detahs, Karst— and sped icaaors. Undess otherwise indicated, framing members are designed whin ah load applied to the top edge of the member. BC DL 10.Opsf DRWG rv,•.rn m' :hv nY1t &dd'eg Components Group Inc. shah net be respotsthle for arty deviation from this drawing, LVA r s7si-"v and sarrype 1 cati to use the product N conformance with the manufaation a Ramose, of framing arfor arty handling,shipping,irstaheNaendbreWgo}}mining BC LL O.Opsf ECT tubers. Tints design cordorms to epplkebla provislors of the Netl"nat Design SpedhcaBon for Wood webers.. conforms Construction (NDS), published by the Amedc Forest and Paper Association (AFSPA). TOT.LD. 45.Opsf O/A LEN. 30 A"aentd.*r*4orcwwp.p "11hk*wtt Irdeat"6oc&PW ofV01e"wnd DUR.FAC. 5 JOB #:22633 EAST COAST TRUSS .re: ; - r"per.Wly "win far the d«toh shin Ths erdhbopl and raw of thw drawling , 1. fr„pwtb of t U tmD"mn.rw,u+WMI8eta SIBS SC. LUUE DLYD. F[. PlERCC FL 34@4G DFFTC%: (n2}ig6-2d8g F.L@ (77')dgg-b33G For more Wo-..se. - -Job's 1 general ffWBCG:www.icosafe.org AFBPA www.afandp-7,, TPI: www.tpinstorg; WTCA wwwsbcindusuy.org; ICF: www.kaafe.org P.O. Box812 Estero, FL.33928 SPACING 24.0" TYPE COMN Job:(22633) ,Emporium Homes ,SolazAve. Job / 13U1 V Top chord 2x4 SP SS :T2 2x4 SP #2: Bot chord 2x4 SP SS Webs 2x4 SP #3 :Lt Slider 2x6 SP #2: BLOCK LENGTH = 2.750' :Rt Slider 2x6 SP #2: BLOCK LENGTH = 2.750' 130 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=0.0 psf, Wind BC DL=0.0 psf. Iw=1.00 GCpl(+/-)=0.18 Wind reactions based on MWFRS pressures. Left and right cantilevers are exposed to wind Deflection meets U240 live and U180 total load. Creep increase factor for dead load Is 1.50. 7'0"13 1 2'8"13 W3"15 3' THIS DWG. PREPARED BY THE ALPINE JOB DE: Maximum forces Endpts Tens Comp Endpts Tens Comp 0- 8 1723 2387 6-14 1582 2212 9-10 2193 1573 12-13 2193 1573 7- 9 304 119 7-13 26 12 Special loads -(Lumber Dur.Fac.=1.25 / Plate Dur.Fac. 1.25) TC- From 72 plf at -0.16 to 72 plf at 7.00 TC- From 36 pH at 7.00 to 36 plf at 10.00 TC- From 72 pif at 10.00 to 72 pif at 17.16 BC- From 20 pif at -0.07 to 20 pif at 7.04 BC- From 10 plf at 7.04 to 10 pif at 9.96 BC- From 20 plf at 9.96 to 20 plf at 17.07 TC- 250.60 lb Conc. Load at 7.04, 9.96 TC-173.66 lb Conc. Load at 8.50 BC- 303.73 lb Conc. Load at 7.04, 9.96 BC-100.72 lb Conc. Load at 8.50 4'3"15 7'0"13 PKUGKAM FKUM I KUSS MFK'S LATUU I Endpts Tens Comp Endpts Tens Comp 15-21 1724 2387 4- 9 2178 1567 13-19 2178 1568 20-22 596 359 16.13 322 129 2'8"13 6 tO F I 6'4"9 1 97-119"5 6'6"5 1T1"9 R=1408# U=985# W=8" I R=140B# U=985# W=8" T T y1 6`1 Te 1 LEFT JIG = 7'6"12 RIGHT JIG = 7'6"12 DESC. = B01 G SEQ = 117094 PLT.TYP.-WAVE DESIGNCRrr-FOG2007RES/rP42002FrIRT•D%(nWA QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.4650 eeWARNINGI" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI Paul A. Beatty TC ILL 20.Opsf REF "IMPORTANT"PURNI®H THIS DRAWING TOALLOONTRACTORa INCLUDING THE INETALLERa, P.E. License #47449 DATE 08-04-2011 Fremhg members shag be adequatey braced with property attached str chaal sheathing and other TC DL 15.Opsf bracing as required by mandactuers detab, riterabre and specifcators unless otherwise inawate4framhgmembers are designed with a➢$oadapplied tothe top edge ofthe member. BC DL 10.Opsf DRWG i :m snirro+ ni�z"'"r. v y Irw Buld'ng components Group Inc. shal not be responsible for any deviation from the drawing. .p fe5re to roe the product h tion. h naxe w hi the menNactueys d brati e, defogs and fabrleetoohandling, of framing BC LL 0.0psf LVA E C T members.Tt;orforany prWPhgnhoftheNnendbresig members. This design cerhed by to eAmed la provisions of the r Aortal Design specification for Wood Canstructlan(NDSLDabfw Amttis*&and Paper Assadattnce TOT.LD. 45.Opsf O/A LEN. 17 of pr). otneythe A u.l an tIM trewhg a cover pegfe Itlhp this drrxifhp, Yhduha empinu a} pmfiuhnel DUR.FAC. JOB #: 22633 EAST COAST TRUSS endhowft revone iy ashy for the daalpn.VwL The adhbft and we et this dreMtp for anm.th�re lathe f..parabIyofthe adding D..igh.rWANSMI f a.ts P.O. BOX B1 Z „ SPACING 24.0 TYPE HIPS 1215 Sr. 1U11E D111) FS. PIERCE FL 34@iG oFltce: rnz}taa-2ae0 Ptc: (772Wca-b33g For more irdormation see this job's general notes page and these web sites: nWSCG: ww ,AMxg.com; �gpyv ,atendpao g; TPI: wvw.tphsto g; YYTCA www.sbd dusty. g; ICC: www.ixsata.o g Estero, FL.33928 )oD:(1Ltm6) ,tmponum homes ,SoiaZAVe. JOD / buz THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP 92 Maximum forces Bot chard 2x4 SP #2 Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Webs 2x4 SP #3 0- 8 735 958 7-17 735 958 4- 9 850 5B1 9-11 849 580 :Lt S1ider2x6 SP #2: BLOCK LENGTH = 2.750' 10-15 850 581 16-18 446 285 6- 9 278 90 :Rt Slider 2x6 SP #2: BLOCK LENGTH = 2.759 130 mph wind,15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP C, Wind TC Left and right cantilevers are exposed to wind DL=0.0 psf, wind BC DL=0.0 psf. Iw=1.00 GCpi(+/-)=0,18 Bottom chord checked for 10.00 psf nonconcufrent live load. Wind reactions based on MWFRS pressures. MWFRS loads based on trusses located at least 7.50 ft. from roof edge. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. 8'613 8'6"13 - F� 2'8"13 i 6915 5'9"15 I 2'8"13 =4X 3"11 i 1 ze ro FPS 7'813 T5"3 1 67"9 m � � Fps 17'1"9 R=785# U=491# RL=104/-104# W=8" R=785# U=491# W=8" LEFT JIG = 9'1"11 RIGHT JIG = 9'1"11 DESC. = B02 SEQ = 117131 PLT.TYP.-WAVE DESIGNCRrr-FBC2M7RESRP47002Fr/RT-0%(O%yD(B) QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.4650 "WARNINGIaa READ AND FOLLOW ALL NOTES ON THIS DRAWINGI Paul A. Beatty TC ILL 20.Opsf REF "IMPORTANT"FURNIeHTHIS DRAWING TOALLCONTRACTOR®INCLUDING THE INSTALLER& P.E. Ucense#47449 DATE 08-04-2011 Framing members shall be adequatety braced with property attached sbu "d sheatlmTg and other TC DL 15.0 psf t mix inti-i R� o bra g as requuetl by merwfacaaeh deta9s, literature and specifications. Unless otherwise indicated, framing members are designed with a0 load appiledto The top edge ofthe member. RW BuDdurg Components Group Ina shell not be responsible for any deviation from this drawing, BC DL 10.Opsf DRWG LVA ffra and whin the manufacturer's a d ensture.bracing of spry faara to use for product c wn handling, shipping. bsftheNaandbrorn9otfmmdng BC LL 0.0psf E members. Thorforerryfabrication, isle members. This design contemns to applicable provislans of the National Design specification for Wood Consbution(Nos), published by the American Forest and Paper Association(AFBPA). ,1 TOT.LD. "5.Opsf O/A LEN. 17 EAST COAST TRUSS A anal on this drrMng ar rzver pap It" nia drrwrq, Inaeatm axaptmn N protaahnN the t of Il &fig of llinah D1ar and for am iaap�x for DUR.FAC. 1.25 JOB #: 22633 5:85 Sr. Lgtk BLvr1. tS. P[(CE FL 3}g}G OFFlCE: (i72 cg-ztgo FSC: nz)aca-5336 Far more information seeViajob'sgeneralnotespageandthesewebshes: rTWBCG:www:dwbcg.com; AFBPA www afandpa.org; TPI: wwwApi storg; WiCA: w,wv.sbdnduaby.om; ICC: www.ir6afe.erg P.O. BOX81Z Estero, FL. 33928 SPACING 24.0" TYPE COMN JOD:(ZZg3J) ,cmponum domes ,JOIaZAye. JOD / V4 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #2 Maximum forces Bot chord 2x4 SP #2 Endpts Tens Comp Endpts Tens Comp Endpts Tens Camp Endpts Tens Comp 3- 7 438 383 1- 3 443 405 6- 9 438 383 9-10 443 405 130 mph Wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, not located Within 4.50 ft from roof edge, CAT 11, EXP C, Wind TC 4- 8 387 412 2- 4 381 409 8-11 381 409 DL=0.0 psf, wind BC DL=0.0 psf. M---1.00 GCpi(+/-)=0.18 Wind reactions based on MWFRS pressures. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets 1J180 live and L/120 total load. Creep Increase factor for dead load is 1.50. See DWG VAL1300109 for valley details. MWFRS loads based on trusses located at least 15.00 ft from roof edge. 10"7 1'3"11 2X4(D8R) 1-6"1 1'0"13 =3X4 12 4 p Fol 4'9" V6"1 10"7 V013 V311 — ❑9 �2X4(D8R) -10" 7 R=91plf U 100p[f W=4'9" LEFT JIG = 2'6"2 RIGHT JIG = 2'6"2 DESC. = V4 SEQ = 117015 PLT.TYP: WAVE DESIGNCRn•FBC20WREWPF2002FTIRT•0%(G%MI QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=1.6952 -WARNINGI" READ AND FOLLOW ALL NOTES ON THIS DRAWING[ Paul A. Beatty TC LL 20.Opsf REF "IMPORTANT"PURNI9H THIS DRAWING TCALLCONTRACTORS INCLUDING THE INSTALLERS. P.E. License #47449 Framing members eW be edequa" braced wdh propedy attached structural sh adit on other TC DL 15.Opsf DATE 08-04-2011 Pm; �MNP bracing as required by meadecbaces details, literature and specifications Unless otherMse indicated, Naming members are designed wllh all load applied to the top edge of the member. nW Building Components Group Inc shall not be responsible for wry deNadon from this drawing, 1 O.O Sf BC DL p DRWG rr ,fa�er'useorproduct cwn,hananeewhithe memdeationadliterature. acin,dedetails rain han6mg, sir ' eaficasor� or for wry fah tires Na wd bredng of framing BCLL 0.0psf LVA ECT members. Thts design oonfwms to applicable provisions of the National Design Spedficetion for Wood to visio of the Construction(Nos).pubrahed by theAmeri"anForestandPapwnssociation(AFaPA). TOT.LD. 45.Opsf O/A LEN. 40900 A "r tiff tine drAYp or eewr prop hung ft a.wlrm, Moss eow+wa et ptahalktul EAST COAST TRESS for�ty�"'pwaN hillif m ft Designer Per g&tpl' dtfAdrwAV DUR.FAC. 1.25 JOB#:22633 Sr. LUCIE BLITG-21i fl. PIERCE FL i'3 G GFFICE: (772)iSG-218G FAY: (772HG0-b3:G OFFICE: I...,aInf—ationsacads)ob'sgeneralnotespageandthesewebsites: nWBCG:w *Abcg.com; AF&PA v .Bfandpaarg TPI: teywttplr storg; WrCA wnw.sbdndr¢try.org; I(:C:—kcsafe.org P.O.BOXB12 Estero, FL.33928 SPACING 24.0" TYPE VAL JOD:(LLOJJ) ,tmponum nomes ,J018ZHVe. JOD /yo Top chord 2x4 SP #2 Bot chord 2x4 SP 92 Webs 2x4 SP #3 130 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP C, Wind TC DL=0.0 psf, wind BC DL=0.0 psf. IW=1.00 GCpi(+/-)=0.18 Bottom chord checked for 10.00 psf non -concurrent live load. See DWG VAL1300109 for valley details. THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYUUT Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 3- 5 231 192 1- 3 178 212 7-10 231 191 10-11 178 211 4- 8 229 177 8- 9 229 177 2- 4 217 177 9-12 217 177 6- 8 460 397 Wind reactions based on MWFRS pressures. Deflection meets L/180live and L/120 total load. Creep Increase factor for dead load is 1.50. MWFRS loads based on trusses located at least 7.50 ft. from roof edge. ice— 107 - I 3'61 I 3'61 I 10'7 —mot I 1'311 I 3'0"13 I 3'0"13 —F 1'3"11 .© =4X4 R=91 plf U=100pif RL=5/-5plf W=8'9" LEFT JIG = 477 RIGHT JIG = 477 DESC. = V8 SEQ = 117016 PLT.TYP: WAVE DEsiGNCW-FBC2WREWP42M2Fr/RT=0x(o )qCI QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.9202 eET "WARNINGIr' READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT"PURNISH THIS DRAWING TOALLCONTRAOTORS INCLUDING THE INSTALLER& Framing members shall be edequatey braced with propery attadied struceaal sheaddng and other bracing as required by manufactraeh detah, Gterabue and spedficabons. Unless otherwise hrdicated, framing members era designed with aA bad applied to the top edge of the member. g Components le for in s drawing, ng, any faLre to use the product in conformance wiht the manufacturer's hteraore, defals and ect Buie" Com response any bracng of handling,sNvisio ofsWation members. Tt or for nc conforms dlDesig a}framing NA—c Design MPA). atlan for Wood members. This design conforms to applicable Fwasiens dr Paper Corstructian (NDS), published by the Amerban Forest and Pepar Assodatlon (AFBPAI. A26Ww ftdmwrgorgov.raraknathlra.«ttm,neet..mpWmofp Paul A. Beatty P,E. License #47449 TC LL 20.0 sf p TC DL 15. 0s BC DL 10.0psf BC LL 0.0psf TOT.LD. 45.Opsf REF DATE08-04-2011 DRWG LVA O/ALEN. 80900 DUR.FAC. 1.25 JOB #:22633 EAST COAST '!'HI SS 5:83 Sr. LIICIE BLT'D. PI'. PIERCE FL 34940 oFrlcE: rnz)3Ga-z490 roc: (FnFIG6-WW "°"yh"""d..gngh TM'..e°v'"d"°'orthle*W G tmwr nrnrnrparmmbofuheuoaygD9,;V r�NsgrnllBtwz. For more Wo—don see dgj-b's general notes page and these web sites: nWBCG: www.bebcg.=m; AFBPA: wew.efandpo.org rPl: www.iphaorg WTCk wwwsbdndustryargl IYC: www.ioosafe.org P.O. BOX 81 Z Estero, FL.33928 SPACING 24.0" TYPE VAL J0b:(22633) ,Emporium Homes ,SolazAve. Job / Viz Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 130 mph Wind,15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=0.0 psf, Wind BC DL=0.0 psf. Iw=1.00 GCpi(+/-)=0.18 Bottom chord checked for 10.00 psf non -concurrent live load. See DWG VAL1300109 for valley details. F� 107 5'61 — �— 113"11 5'0"13 )F -107 --1 RE A,4X4(R1) THIS DWG. PKtPAKtU BY I Ht ALPINt JVtd UtbVi)NtK FKUUKAm I-KUM I KUaa mrr<a LAT VU I Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 3- 5 507 388 1- 3 417 410 7-10 507 387 10-11 417 409 4- 8 419 415 8- 9 419 415 2- 4 407 411 9-12 405 411 6- 8 663 716 Wind reactions based on MWFRS pressures. Deflection meets U180live and U120 total load. Creep increase factor for dead load is 1.50. MWFRS loads based on trusses located at least 7.50 R from roof edge. — 5'6"1 - - 107 ---1 5'0"13 I VY'll 6'4"8 t 6'4"8 - R=91plf U=100plf RL=5/-5plf W=12'9" LEFT JIG = 6'8"11 RIGHT JIG = 6'8"11 DESC. = V12 SEQ = 117017 PLT.TYP: WAVE DESIGNCRn=FBC2WME&IMP 2g021-71RT=D%(D%RO) QTY= 1 TOTAL= 1 REV. 10.02.05.1129.12 SCALE=0.6315 "WARNINGI" READ AND FOLLOW ALL NOTES ON THIS DRAWING[ Paul A. Beatty TC LL 20.Opsf REF "IMPORTANT" FURNIBHTHIS DRAWING TOALLCONTRACTORS INCLUDING THE INSTALLERS. P.E. License #47449 DATE 08.04-2011 Framing members shall be adequately braced wfth property aCarhed structural shear""; and other TC DL 15.0 psf bracing as required by manufacbaefs details, fiterat re and specifcabons Unless othenhse DRWG indicated, framing members era designed %ft d bad appled to the tap edge of the member. BC DL 10.0 psf SYYIJ+'J „� s ITW Buoldng Components Group Inc. siml not be responsible far any deNatlon from this ding, LVA t:hY a we b me the products eonformance with the manufeabsefad r acing deta� and any failure specftatlo wfor erryfebrmsto,Mndablshipping, BELL 0.0psf ECT oftheNaendbreWgo(framing memhers. This design conforms to applicable provisions of the Netlonal Design Spendficetlon for Woad Constrrcdon(NOS),publ'shed by the American Forest and Paper Assn Nwn(AFBPA), TOT.LD. 45.Opsf O/A LEN. 120900 EAST COAST TRUSS A NN an ft d *4 of sayer pope kCrq Cie drrwft hdater eonp, of protwkrW T)"" a-Auna'"ed""0 DUR.FAC. 1.25 JOB#:22633 for wny struebre IsfM mapar0®y of Sle Bull ft Daps, W ANSVTPI t 8ea7. P.O.Box 61Z SPACING 24.0" TYPE VAL 5285 Si. LUCIE BLt'B. )'r. PIERCB FL 34g+U oFelLa: 1nx}isa-zteo enx: (rr2Hw-ads0 FarmamFdannattonseeCdslab'sgeneralnotespageandthesewebsiim nW8CG:w .itwbcg.wm; AFBPA: www.efeadpa.wg: TPI: w .tpinstorg; WrCA www.sbdndustry.crg; IrC: w ;Dsafe.o g Estero, FL.33928 Homes Top chord 2x4 SP #2 Bot chord 2x4 SP #2 130 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL=0.0 psf, wind BC DL=0.0 psf. Iw=1.00 GCpi(+/-)=0.18 Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 1.50. cjlV 1 1'0"13 Fes— 2" 10"13 r Fa'�I R=50# U=22# NAILED THIS DWG. PREPARE) BY 1 HE ALPINt JUtt UtJIUNtF(YKUUKAM rKUrvi i Kuao mirm a r..nr w r Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 3- 5 12 30 0- 3 2 39 4- 6 0 0 1- 4 5 14 Wind reactions based on MWFRS pressures. Bottom chord checked for 10.00 psf non -concurrent live load. n R=37# U=28# NAILED R=23# U=11# NAILED LEFT JIG = 1'3"13 RIGHT JIG = 1'3" SEQ = 117023 DESC. = CJ1 12 TOTAL= 12 REV. 10.02.05.1129.12 SCALE=3.2247 PLT.TYP.-WAVE DESIGNCRIT-FBC7W7RES/rPI4➢(TIFTIRT-D%(D%") QTY= ••WARNINGI'e READ AND FOLLOW ALL NOTES ON THIS DRAWINGI Paul A. Beatty TC LL 20.Opsf REF "IMPORTANT" FURNISHTHIS DRAWING TOALL CONTRACTORS INCLUDINGTHE INSTALLERS. P.E. License 947449 15.0 DATE 08-04-2011 Frmng members shall be adequately braced with papery attached strrrcbral sheathing and other bracing as required by manufacturer's details, i terahoe and spedfcatiore. Unless otherwise Indicated, framing members arc designed with all load appiled to the top edge of the member. TC DL BC DL psf 10.Opsf D RWG :n � niras frW BuOding Components Group Inc. shall not be resporsmte for any deWation from Irde dmv&g, i np>%u talure to use the product N ror, —hone with the manuracturcrs Ite abue, defaos and or for any and brazing of tramna handling, proving, boo embers. BC LL 0.0 psf LVA E IT of the National Design specification for Wood onfor s to the Na members. Th's design wrdortns to applicable provisions m This Constriction(NDS), published by the American Forest and Paper Amociation(AFBPA). TOT.LD. ,1 45.Opsf O/A LEN. 1 A eeel on ft draft at cover liege Isting Blie dreft MI t M exeptYCe of professional EAST CUAST'1'1t15S eagime'°"'lionibilitysolely ferthe design 'fw""Tine aAsesb'nduse °fthis c1ra«Mm DUR.FAC. 1.25 JOB#:22633 for Sty eMuden, M me rMponWy of tM BWdng Designer per AN8mall 1 8M2 P.O. Box S:Sa S7. LUC1E DL40. Fr. PIEDCG FL 3484g nFFICE: t77".}16g-2180 FS4: (7T)dGg-639g For morenlonnetionseethLs)ob'sgeneralnotespageandtheme bsnes: ITWBCG:v v.i vbcg.com; AFdPA vww.afandpaorg; TPI: wi . mstorg; WTCA• W .abdndaagyDrg; I,�C: www.kaafe.org Estero, FL.33928 SPACING 24.0" TYPE JACK 1'S"A _ Y -r JOD: LLt533 ,tm Orlum Homes 501azAye. JOb/ L:J3 Top chord 2x4 SP #2 1'4"13 Bot chord 2x4 SP #2 Webs 2x4 SP #3 130 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL=0.0 psf, wind BC DL=0.0 psf. Iw=1.00 GCpi(+/-)=0.18 Bottom chord checked for 10.00 psf non -concurrent live load. LEFT JIG = 34"6 DESC. = CJ3 PLT. TYP.-WAVE THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 1'8"—MaxitrlmuForces en Endpts Tens Comp Endpts Tens Comp Endpts Tens Camp Endpts Tens Comp 0- 2 39 167 2- B 5 31 1- 4 178 12 4- 7 0 0 3- 5 423 188 Wind reactions based on MWFRS pressures. Left and right cantilevers are exposed to wind Deflection meets L/240 live and U180 total load. Creep increase factor for dead load Is 1.50. QTY= 12 TOTAL=12 "IMPORTANT"PURNISH THIS DRAWING TO ALLCONTRAOTORS INCLUDING THE INSTALLERS. Framing members shaft be adequately braced with property attached stnceral sheathing and other bracing as required by mamilmteds detaos, Barren and spedficedons. Unless otherwise Indicated, framing members are designed with all load applied to the top edge of the member. uss �s ys EET RMl ure to Components Grata Ind. anc not be remanufa a for s lh deviation from thian drawing, any (ilium to; ar or product in conformance with the shipping, hstdcenefs d bracingire. demh end m embers. 9;; or for n to handling, povide of the and bracing g of framing members. This designlashedconforms to applicable For s t a d}the National Design Spedfiratlon for Wood Construction (Nos), published by the American Forest end Paper Association (AFiPA). A ad on Ok ch A er cow pegs 1-ft tflle &wft Ytdc I etcePurtee of pchalaul EAST COAST TRESS ro„ro"�"�.etws.."'pr"�l«v� �Definer vaLftablillifVrPl1ISdZ °r""0 a 5236 ST. LU(IE BLVD. FT. PIEr= FL 34946 For more Information see NisjoW a general notes page and these web rites: rrWBCG ww Awbcg.00m; OFFICE: (773}ISO-^.f80 MM (773HG6-533C AFdPA www.afandpaorg; TPI: ~."rLcrg WLCA w .sbdndusty.org; I,r',C: www.lccsafaorg R=15/-3# U=28# NAILED v=25# U=23# NAILED RIGHT JIG = 3'2"5 SEQ = 117067 REV. 10.02.05.1129.12 SCALE=1.7601 Paul A. Beatty P.E. License #47449 P.O. Box812 Estero, FL.33928 TCLL 20.Opsf TC DL 15.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 45.Opsf REF DATE 08-04-2011 DRWG LVA O/A LEN. 3 DURYAC. 1.25 JOB #: 22633 SPACING 24.0" TYPE JACK JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #2 Maximum forces Bot chord 2x4 SP #2 Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Webs 2x4 SP #3 0- 2 45 151 2- 6 32 61 1- 4 147 16 4- 7 0 0 3'6"4 3 _s u7 910 130 mph wind,15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=0.0 psf, wind BC DL=O.Q psf. Iw=1.00 GCp4+/_1=0.18 + 3,8„ Wind reactions based on MWFRS pressures. _ Bottom chord checked for 10.00 psf non-concurre4n't live load. Left and right cantilevers are exposed to wind Deflection meets L/240live and L/180 total load. Creep increase factor for dead load is 1.50. m 3X4(B1) zo i r 60"13 R=334# U=172# RL=80# W=8" R=6 U=86# NAILED R=57# U=26# NAILED LEFT JIG = 5'5"8 RIGHT JIG =' 117072 DESC. = CJ5 PLT.TYP: WAVE DESIGNCRrr-FBC2007RESrrP4=FTIR-r-MO%)go) QTY= 12 TOTAL= 12 REV. 10.02.05.1129.12 SCALE=1.2250 ' m hY YY l E C T :aS1COAST 11;5S 5285 91. LUCIE 11M). PT. PIERCE FL 34946 OFFICE: (712)160-2180 FSC: (972r1G6-533g "WARNING]•' READ AND FOLLOW ALL NOTES ON THIS DRAWING] "IMPORTANT" FURNISH THIS DRAWING TO ALLCONTRACTORS INCLUDING THE INSTALLERS, Frsmtng members shag be adeguateN braced with property attadrod sfiebaai sheathing and other bracing as regpered by manufadufergs s deta, rRerature and specifications. UNess otherwise indicated, framing members are designed wgh e8load applied to the top edge of the member. Iwy Building Components Group Im shag not be r-pores ble for em' dWation from Wm &owing, , defogs and any fable to use the product In conformance w ip the , kmWdprefs l bracing members. T;orforany nfamtlto hang,shipping, of theNaandlDesigofframtrag members. Tlms design wnfarms to applicable provisions of the National Design Sped( tlon for Wood Construction(Nos), published by the American Forest and Paper Association(AFMPA). A e.el en t k dewlnp or com Pepe k*q ft ASMgm, Ypdketa soePlupee e1 I> enpineednp for „qt," h he re„.ppela,it,Wforyof he &i ea DNWTM.W ANSVnred 1pwles.00f ZthM deWpp Far more hdonnation see ft Job's general notes page and these web sites: nWBCG: w .hwbeg,eom; Apgpp www.efantlpaorg; TPI: www.tpinstorg; WTC0. www.sbdndnatry.org;!C•C: wJcsefe.org Paul A. Beatty P.E. License 947449 P.O. BOX 812 Estero, FL.33928 TC LL 20.Opsf TC DL 15.0 psf BC DL 10.Opsf BC LL 0.0psf ,1 TOT. LD. 45.Opsf REF DATE 08-04-2011 D RWG LVA 01A LEN. 5 DUR.FAC. 1.25 JOB #:22633 SPACING 24.0" TYPE JACK Ave. Job /EJ5 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 130 mph Wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP C, wind TC DL=0.0 psf, wind BC DL=0.0 psf. Iw=1.00 GCpi(+/-)=0.18 Bottom chord checked for 10.00 psf non -concurrent live load. �— 1'4"13 F 3X4(B1) R=414# U=222# RL=112# W=8" T0"13 THIS DWG. PREPARED BYTHE ALPINE JOB DESIGNER PROGRAM FROM TRUSS N Maximum forces Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0- 2 56 196 2- 6 55 82 1- 4 171 20 3- 5 448 364 Wind reactions based on MWFRS pressures. 5'6"4 Left and right cantilevers are exposed to wind 5'8" Liefiecuon meatsincrease factor for dead load Is 1.50. R=1P0 U=137# NAILED R=101# U=44# NAILED Endpts Tens Comp 4- 7 0 0 LEFT JIG = T612 RIGHT JIG = 7'2"1 DESC. = EJ5 SEQ = 117134 PLT. TYP: WAVE DESIGNCRR=FBC2M7RESlrPL20MFNRT=g%(G%)O(D) QTY= 21 TOTAL= 21 REV. 10.02.05.1129.12 SCALE=0.9394 "WARNINGI" READ AND FOLLOW ALL NOTES ON THIS DRAWING[ Paul A. Beatty TC LL 20.Opsf REF "IMPORTANT"FURNIEHTHIB DRAWING TOALLCONTRAOTORS INCLUDING THE INSTALLERS, P.E. License#47449 DATE 08-04-2011 Framing members shall be adequately braced with properly aCaehed sWctffw sheathing and other TC DL 15.0 psf i ni isli-. ,ie w s bracing as required by manufacture's details, literature and specifications. unless otherwise Indicated, framing members are designed with al Wad applied to the top edge of the member. nns W Building Components Group Inc. shag not be respo3le for any deviation from this drawing, 1 O. O Sf BC DL P DRWG LVA MY cohere specifications; ae the prefact in do , handnce whi pia manuracton a dliterature,ing detals end BC LL 0.0psf ECT oftheNaioalDesigerframing members. This design wMomrs W applicable previsions of the National Design Specification for Weird members.Therfaranyonformtito applicaling,ble provisions Construction (NOS), published by the American Forest and Paper Assoda9on (AFBPA). TOT.LD. 45.Opsf O/A LEN. 7 rAS'1' COAST TRUSS A aw oe tN. �w„o w � pop billing thr �« �p� of pruhabad "�""Npnepone°®or.w.Nr«n.a"mnawwn n».wrbmyarictmmnti.arwmg torYy.we—='1.�ar�eya'ftWuroD@aIgwWANWPI18--. DUR.FAC. 1.25 JOB #:22633 I:85 Sr. LUCIE8Lt'D. T. PIERCE FL 8494G OFFICE: (772)4dG-248G FiT; (772MIM-502a Formore information see thls)oWs general notes page and these web slice: rrW8CG: www.gwbcg.com; AFSPA www.efandpaorg; TPI: www.tptnstorg; WrCA www.sbdndustry.org; ICC: www.iccsafe-g P.O. Box 812 Estero, FL.33928 SPACING 24.0" TYPE EJACK JOb:(ZZb33) tmporjum homes SolazAye. JOb / Hit I HIS DWG. fKtNAKtD F•KUM GUMF'U I tK INF'U I (LUAUb & UIIVltNbIUNb)bublvll I I tU tlT I MUbb mrn. Top chord 2x4 SP #2 Maximum forces Bot chord 2x4 SP#2 Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Webs 2x8 SP SS :W2 2x4 SP #3: 0- 2 326 319 2- 4 371 323 4- 6 24 47 1- 3 310 321 3- 5 313 461 5- 7 0 0 2- 3 475 74 4- 5 481 327 Trusses or components connecting to this girder have been modified by the truss designer. The loading for this girder requires verification for accuracy. Special loads —(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25) 130 mph wind, 15.00 ft mean hgt, ASCE 7-05. CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP C, wind TC TC- From 2 plf at -0.12 to 2 plf at 9.84 DL=0.0 psf, wind BC DL=0.0 psf. Iw=1.00 GCpi(+/-)=0.18 BC- From 20 plf at -0.05 to 20 plf at 4.24 BC- From 2 pif at 4.24 to 2 plf at 9.84 Wind reactions based on MWFRS pressures. TC- 30.64lb Conc. Load at 4.24 TC- 205.12 lb Conc. Load at 7.07 Left and right cantilevers are exposed to wind BC- 2.02 lb Conc. Load at 4.24 BC-113.85 lb Conc. Load at 7.07 Bottom chord checked for 10.00 psf non -concurrent live load. ifs load is 1.50. =3X4(81)I i� 1'10"8 3'2"13 4'9"6 R=7AflU=118# NAILED F 1 1'8"8 1 7'9"3 R=432# U=347# RL=111# W=11"5 9'10"10 R=203# U=133# NAILED LEFT JIG = 10'2"14 RIGHT JIG = 9'11"10 DESC. = HJ7 SEQ = 117082 PLT. TYP.-WAVE DESIGNCRfr-FBC20I7RESRP42002FrIRT-O%(O%)MP) QTY= 6 TOTAL:::: 6 REV. 10.02.05.1129.12 SCALE=0.7342 "WARNINGI" READ AND FOLLOW ALL NOTES ON THIS DRAWIN01 Paul A. Beatty TC LL 20.Opsf REF "IMPORTANT"FURNIBHTHIS DRAWINGTOALLCONTRAOTOR8INCLUDING THE INSTALLERS. P.E. License #47449 DATE 08-04-2011 Framkg members shal be adequately braced with properly adadied slncbaal sheaft and Omer bracing as required by manuf sdurees detaks, Rerabre and specif�tions Unless otherwise TC DL 15.0 psf DRWG Indicated, frami g members are designed with el load applied ro the bop edge of the member. DL 10.Ops s 12r Z. rrW Blding Components Group Inc. shall not be responsmk for eny deviation from We drawing,BC LVA spry table to use the product c eomo marine wlh the , I mdacbaers dbradliderature, tleteR endBC specificato or for any fabrication :hipping, end brag of framing LL 0.0psf EET' of the Nss members. This design conforms to epplkebla provisions of the Nadanel Design Specification for Wood applicable Construction (NOS), published by the American Forest and Paper Association (AFBPA). TOT.LD. 45.OpS O/A LEN. s1ao1 A" antN%ft*daMWPNOkegft�re h*&tu.�t"Ofpmn.t� DUR.FAC. 1.25 JOB #:22633 EAST COAST TRUSS '"g""'"o"'p""m°lya*Vfor this d..mn.nom TM willsibliVif vid uiia of ft sinswig for ovstrKn„ktMmap«.mmymm.aueaigD..>lratWANSgrrl1S-OX P.O. BOX 812 SPACING 24.0" 7ypE HIP JACK 5288 ST. LUUE BLtT. FP. PIERCE EL 34P}g OFFICE: (772)1Gg-2180 F.i[: (7T11g6-SS9G For more (nformetlen see ft job's general rotes page and these web sims: nVVBCG: ~.itwbcg.mm; AFqpy��yafandpa.org;TPI:wwwApIsLorg;WFCA:www.sbdndustryorg;ICC:www.kcrafe.org Estero, FL.33928 s.s V w. VVI\.V .. .. Www.VW—%j I . Vw. s w — lo• I . 1-1— owl wwl`$"l slow COMPLETED ON: 7-20-11 8-01-11 9-06-11 LEGAL DESCRIPTION: A IN BLOC LOT 19 IN BLOCK 57 OF RIVER PARK UNIT 6, 1�\ rp I ONOTED ONLY PLATTED EASEMENTS ARE . UNLESS OTHERWISE ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 12, PAGE 28, OF ' \�Iv SHOWN HEREON. 2. NO UNDERGROUND UTILITIES OR WERE -' THE-PU6!cI-C-RECORDS OF ST. LUCIE COUNTY, .IMPROVEMENTS LOCATED.UNLESS OTHERWISE SHOWN. FLORIDA. Z II 3. THIS.SITE LIES WITHIN FLOOD ZONE 'X", ACCORDING TO THE FLOOD INSURANCE RATE MAP, COMMUNITY PANEL NO. ABBREVIATIONS: :- 12111 CO280 F , EFFECTIVE DATE AUGUST 19, 1991'. v 4. FLOOD ZONE SHOWN HEREON IS AN INTERPRETATION BY THE CONC = CONCRETE SURVEYOR AND IS PROVIDED.AS A COURTESY. THE FLOOD FFE = FINISHED FLOOR ELEVATION V ZONE SHOULD BE VERIFIED BY A DETERMINATION AGENCY. FND = FOUND 5/8' IRON REBAR. = 5. BEARINGS SHOWN HEREON ARE BASED ON THE EAST LINE IRC = 5/8' IRON REBAR WITH PLASTIC CAP OF LOT 19,AS BEING S00'04'00"W ACCORDING TO THE PCOR = PROPERTY CORNER PLAT DESCRIBED HEREON. IR = 5/8' IRON REBAR 6. ALL .LOT DIMENSIONS SHOWN ARE PER PLAT UNLESS PL PROPERTY LINE OTHERWISE NOTED. PUDE = PUBLIC UTILITIES AND DRAINAGE EASEMENT 7. NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED R/W = RIGHT -OF. WAY SEAL OF A FLORIDA LISCENSED SURVEYOR AND MAPPER. = SET 5/8" 'IRON REBAR WITH PLASTIC CAP "AJP PSM 6330" ® = CLEANOUT St ie Co. FL Dat��(�if 2 �77�A`p�p`rroved FND IRC "AGW 1858" o . 0 LOT 18 BLOCK 57 u7 LOT 8 FFE= 52.15 BLOCK 57 " % §� 4' CHAIN LINK CHAIN LINK I FENCE CORNER 3- w3 N E x //////------4.7'N 3 WE FEN E CORNER x F PC& 3.8'N OF PL FND IR x—S8915e " ,l 1 0.00' 0.24'E hP' C� o �. 30.00 O 15.44' METAL °0 d SHED 15.47' 20 02' 12.21'_ 34.27' 0 LL.) 28.03 25.19' J Z a lt.l x m 4. r-��p .; . 9.01 _ . 4. 9 O -' 43.82' o<0m A w ;_ boMy�s Q aLOT BLOCK 57 4.05 v 11>8.9 .an, Nw x NOcnMraN N Q O O Z 48.09' 28 08' 33.82' 0 & FND IR a ° to 0.79'N, 0.31'W N89'56'00"W 110.00 30.00' 6' WOOD. 6' yyppp FENCE CORNER Y0= II o 0✓—ZW FENCE CORNER SF'N 05'E 0.4'N OF PL <MOM =zF� ok in LOT 10 - w �o o BLOCK 57 LOTFFE BLOCK57 wo rn 6 . V) FND 3//4" RIPE A IRON 441 SE SOLAZ AVENUE LAST FIELD DATE: 9-06-11 SCALE: 1"=30' ALEXANDER A PIAZZA PSM, INC. CER\TIIFIEDATO: Surveying • Mapping • Consulting STEDATE: EMPORIUM HOMES CORP., 9-06-11 619 SW Biltmore Street \ DRAWN: CJM*LE Port St. Lucie, Florida 34983 Phone: (772) 340-7770 ` ~=-� ---/ I hereby .cert i fy:thot' ue 4iV' y "shown hereon%Is true and correct and is tipst on octual meoseuienknts_ - n in the JOB NO.: Fax' (772) 340-2250 field. This survey rraets the &rnimun Tecan`i _Stondarda 11-1115/7280 of Chopter 61Gt7 Florid i lalr iive co =; akz 11 '� DATE: REVISIONS: fa EXANDER J. PIA = Prprselanpl Survayd"r dt �tappci. ' 11oriao CertlflcpAQk {ia:s 63,30 ` TYPE 'OF SURVEY. -I BOUNDARY PLOT PLAN I U C TIE IN I FINAL TOPOGRAPHIC COMPLETED ON: 7-20-11 B-01-11 ' LEGAL DESCRIPTION: A SURVEYORS NOTES: LOT 19 IN BLOCK 57 OF RIVER PARK UNIT 6, �` I 1. UNLESS OTHERWISE NOTED ONLY PLATTED EASEMENTS ARE ACCORDING TO THE PLAT THEREOF AS I� SHOWN HEREON. _RECORDED IN PLAT BOOK 12, PAGE 28, OF W o 2. NO UNDERGROUND UTILITIES OR IMPROVEMENTS WERE THE PUBLIC RECORDS OF ST. LUCIE COUNTY, LOCATED UNLESS OTHERWISE SHOWN. FLORIDA. 3. THIS SITE LIES WITHIN FLOOD ZONE "X", ACCORDING TO WQ THE FLOOD INSURANCE RATE MAP, COMMUNITY PANEL NO. t 12111CO280 F, EFFECTIVE DATE AUGUST 19, 1991. ABBREVIATIONS: o "": 4. FLOOD ZONE SHOWN HEREON IS AN INTERPRETATION BY THE CONC =CONCRETE 4i SURVEYOR AND IS PROVIDED AS A COURTESY. THE FLOOD FFE = FINISHED FLOOR ELEVATION U Q ZONE SHOULD BE VERIFIED BY A DETERMINATION AGENCY. FND = FOUND 5/8" IRON REBAR a vVi 5. BEARINGS SHOWN HEREON ARE BASED ON THE EAST LINE to IRC = 5/8' IRON REBAR WITH PLASTIC CAP OF LOT 19 AS BEING SOO-04-00"W ACCORDING TO THE PCOR = PROPERTY CORNER c� PLAT DESCRIBED HEREON. IR = 5/8' IRON REBAR 6. ALL LOT DIMENSIONS SHOWN ARE PER PLAT UNLESS PL = PROPERTY LINE o OTHERWISE NOTED. PUDE = PUBLIC UTILITIES AND DRAINAGE EASEMENT 7. NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED R/W = RIGHT-OF-WAY FLORIDA LIS R. 0 = SET 5/8' IRON REBAR WITH PLASTIC MIN, SETBACK REG, D CAP AJP_PSM 6330 AUG 1 2�� ® = CLEANOUT FRONro�,� SIDES 4� PUBLIC WORKS Sr. LUCIE COUNTY, FL CNR SIDES FND IRC "AGW 11858" LREAR `�`I�a,. ® \vFiLt Ui LOT 18 BLOCK 57 l` LOT 8 FFE= 52.15 BLOCK 57 zYY m< UJ UV 4' CHAIN LINK 4' CHAIN LINK FENCE CORNER x 4.7'N 3.6'E FENCE CORNER x OF PhOR 3.8'N OF PL IR FND IR X ___S8956 " x`;,)10.00' FND 0.24'E W W 18.00, �" 30.00' O n n Co m �� O 15.44' 0- METAL of °b PRCONCED Q O SHED N _28 1 LLI re 47 -' 8E00 — EXISTING CONC O J o �._. DRIVE Z 2 w (n oW 9i O. D_ U LOT 9 O r oU1000! ;� >; Q a BLOCK 57 O � >-61 O1 z5 oe' �" b COCOON II A N N O °nOf —ww a O F- LL. • O 3 O Of Z 48.11' I 00' & FNQ ND IR .�h 0.79'N, 0.31 W k6�0 505 aa' Y N89056'00"W 110.00# 30.00' YO_ II 0 6' WOOD 6' WOOD FENCE CORNER FENCE CORNER Q O O� OF'Pi;0 WE 0.4'N OF PL Mzp= U jQ LOT 10 LZ BLOCK 57 LOT 20 BLOCK 57 m Li 0 FFE= 51.78 o rn N FND 3//4" IRON PIPE 441 SE SOLAZ AVENUE LAST FIELD DATE: 7-20-11 SCALE: 1"=30' ALEXAN®ER J. PIAZZA PSM, INC. STEVEFIED PIVA 0` DATE: 7-20-11 Surveying • Mapping • Consulting EMPORIUM HOMES CORP.'' 619 SW Biltmore Street DRAWN: - CJM Port St. Lucie, Florida 34983 -=--�- --=-' I hereby certify that the survey 6hpwn hese6n is true and JOB NO.: *LEBf7280 Phone: (772) 340-7770 correct and is based onactual meas�oremmts_,taken in the Fax• (772) 340-2250 field. This survey meets thii'Vinimurn Techmc-ol Standards 11-1I1I1IJ of Chapter 61G17 Florida adriinistrativ code_ l% ji lr Jf- DATE: REV ISIONS:.c:,r;(�� -: • qN `;- LE�t. R J. P!A Professional' Surwyor Fa Map Ater FB PG: 39 31 1 Floridd Certificate' No:: 6330 TYPE OF SURVEY: BOUNDARY I PLOT PLAN I U C TIE IN FINAL I TOPOGRAPHIC COMPLETED ON: 1 7-20-11 1 8-01-11 1 9-06-11 11-02-11 LEGAL DESCRIPTION: o LOT 19 IN BLOCK 57 OF RIVER PARK UNIT 6,.1�\ A ( "� ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 12, PAGE 28, OF THE PUBLIC RECORDS OF ST. LUCIE COUNTY, FLORIDA. ABBREVIATIONS: o CONC = CONCRETE FFE = FINISHED FLOOR ELEVATION FND = FOUND 5/8" IRON REBAR IRC = 5/8" IRON REBAR WITH PLASTIC CAP PCOR = PROPERTY CORNER IR = 5/8- IRON REBAR PL = PROPERTY LINE PUDE = PUBLIC UTILITIES AND DRAINAGE EASEMENT R/W = RIGHT-OF-WAY • = SET 5/8" IRON REBAR WITH PLASTIC CAP "AJP PSM 6330" (81 = CLEANOUT LOT 8 BLOCK 57 SURVEYORS NOTES: 1. UNLESS OTHERWISE NOTED ONLY PLATTED EASEMENTS ARE SHOWN HEREON. W- 2. NO UNDERGROUND UTILITIES OR IMPROVEMENTS WERE t` LOCATED UNLESS OTHERWISE SHOWN. ? II 3. THIS SITE LIES WITHIN FLOOD ZONE "X", ACCORDING TO UR THE FLOOD INSURANCE RATE MAP, COMMUNITY PANEL NO. 12111CO280 F, EFFECTIVE DATE AUGUST 19, 1991. 4. FLOOD ZONE SHOWN HEREON IS AN INTERPRETATION BY THE SURVEYOR AND IS PROVIDED AS A COURTESY. THE FLOOD V ¢ ZONE SHOULD BE VERIFIED BY A DETERMINATION AGENCY. Q.0 5. BEARINGS SHOWN HEREON ARE BASED ON THE EAST LINE OF LOT 19 AS BEING S00'04'00"W ACCORDING TO THE PLAT DESCRIBED HEREON. 6. ALL LOT DIMENSIONS SHOWN ARE PER PLAT UNLESS OTHERWISE NOTED. 7. NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL OF A FLORIDA LISCENSED SURVEYOR AND MAPPER. FND IRC "AGW 1858" PERMIT #: 1108-0077 LOT 18 BLOCK 57 FFE= 52.15 4' CHAIN LINK FENCE CORNER 4' CHAIN LINK x 4.7'N 3.6'E FENCE CORNER x OF OR 3.B'N OF PL " F11 FND IR X$9'Sff' x`',) 10.00' 0.2 to Go ` 0 r n o O 15.44' Ln METAL of CONC n L6 ^' SHED 12.21' DRIVE Cd 34.27' 15.47' 2002'. 28.03' n CONC I mo DRIVE Lv a LOT 9 O BLOCK 57 O v O O Z FND IR & FND IR 0.79'N, 0.31'W LOT 10 BLOCK 57 �m V w Mtn--' II —0 O )zX N Cnr l-< N 4.mm in 413.09' 28.08' 4'X4' CONC oNi 1 N n 5 N89'56'00"W 6' WOOD FENCE CORNER OF ,PbORS'E 110.00' 6' WOOD FENCE CORNER- 0.4'N OF PL LOT 20 BLOCK 57 FFE= 51.78 25.05' ym II0 Of—ZIaJ a00m 2LZiQV) U >Q LLI m WO 0 0 I- O Q 0 LEI o- 1— Z a FND 3�4" • • IRON PIPE 441 SE SOLAZ AVENUE LAST FIELD DATE.: 11-02-11 [DATE: 1"=30' ALEXANDER J. PIAZZA PSM, INC. STEVEFP VA IED �` 11-02-11 Surveying •Mapping •Consulting EMPORIUM HOMES CORP.;1� 619 SW Biltmore Street `•~- CJM Port St. Lucie, Florida 34983 n `. ® 1 hereby certify that th-o survey__,yhown hereon :ig .rue and .' Phone: (772) 340-7770 correct and is bahod on- act ual r��:urements- fake,) in the Fax• (772) 340-2250 field. This survey meC,ts the Mi�:imm Technical Standards ��.ri L8280 of Chapter 61017 rlor,ida adnin;'setr�,tij, Odell REVISIONS• /`ALEXAN R-._PProfessional SurJsyor, &` Mapper io t7 _ _ _ Florida Certificate No.:,6330