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HomeMy WebLinkAboutSUBMITTED PAPERS_2r Don And Jackie Rasmussen HVAC Load Calculations for Don And Jackie Rasmussen Lot 1063 Nettles Island Fort Pierce, Florida VIVAftSIDICHMAL ' AC LoADs Prepared By: Residential Energy Calc's Tuesday, April 17, 2012 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 &lc'Light Commercial HVAC Loads Elite Software Development, Inc.- Residential Energy Cas Don And Jackie Rasmussen 'Port Saint Lucie, FL 34983 Fa e 2 Project Report General Project Informationv. Project Title: Don And Jackie � Rasmussen Designed By: RFM Design Project Date: Tuesday, April 17, 2012 Client Name: Don And Jackie Rasmussen Client Address: Lot 1063 Nettles Island Client City: Fort Pierce, Florida Company Name: Residential Energy Calc's - Desi ` n. Data 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 Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference r Winter: 42 39.4 80% n/a 70 n/a Summer: 90 78 59% 50% 75 61 Check Fi ures Total Building Supply CFM: 1,290 CFM Per Square ft.: 0.716 Square ft. of Room Area: 1,802 Square ft. Per Ton: 557 Volume (ft3) of Cond. Space: 16,786 Total Heating Required Including Ventilation Air: 25,879 Btuh 25.879 MBH Total Sensible Gain: 28,908 Btuh 74 % Total Latent Gain: 9,946 Btuh 26 % Total Cooling Required Including Ventilation Air: 38,854 Btuh 3.24 Tons (Based On Sensible + Latent) �*tes . r Rhvac is an ACCA approved Manual J and Manual D computer progra m. 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 according to the manufacturers performance data at your design conditions. C:\Elite\Rhvac 9\Projects\Don and Jackie Rasmussen.rh9 Tuesday, April 17, 2012, 10:51 AM !Rhvac - Residential & Light Commercial HVAC Loads _ Elite Software Development, Inc. Residential Energy Calc's;, Don And Jackie Rasmussen ,Port Saint Lucie, FL 34983 Page 3 Miscellaneous Report System 1, Rheem Or_Equivalent Outdoor Outdoor Outdoor.,Indoor Indoor < Grains . Input Data D Bulb Wet'Bulb , Rel:Hum ' Rel,Hum DryBU14 Difference Winter: 42 39.4 80% n/a 70 n/a Summer: 90 78 59% 50% 75 61.09 [,D6qfr8lzi'qb Inputs 4 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./100 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. J.Oqtslde Air Data Winter Summer Infiltration Specified: 0.380 AC/hr 0.200 AC/hr 106 CFM 56 CFM Infiltration Actual:• 0.360 AC/hr 0.159 AC/hr Above Grade Volume: X 16,786 Cu.ft. X 16,786 Cu.ft, 6,044 Cu.ft./hr 2,666 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 101 CFM 44 CFM Total Building Ventilation: 34 CFM 34 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: 0.380 AC/hr (106 CFM), Construction: Average Summer Infiltration Specified: 0.200 AC/hr (56 CFM), Construction: Average Duct Load Factor,Scenarios for System 1 ;Attic Duct.. Duct;'.,- Surface . From Na T pe Description, . Location . - . , Ceiling_:. Leakage:--_ . Insulation'' Area [T MDD: 1 Supply Attic 16B 0.12 6 486 No 1 Return Attic 16B 0.12 6 90 No C:\Elite\Rhvac 9\Projects\Don and Jackie Rasmussen.rh9 Tuesday, April 17, 2012, 10:51 AM Rhvac' Resitlential&LightCommecc�alH,VAC�Loads�� �EliteiSoftwafflD"evelopmenfnc{ Resid`ential�EnergyCalcs `..�`" And Jackie Rasmussen . _,_ . ., g..:.. . , ,.xt. �Pa Port°Saint Lucae_F�34983,.n: ;.. •rr, �..,. Load Preview Report , Net ft.2 Sen Lat Net Sen tg s Sys C g Ht Ss Ayt Duct Scope Ton /Ton Area Gain Gain Gain Loss CFM CAM Size Building 324 557� 1,8021 m,..__... 28,908 9,946� 38,854 25,879 — 323j 1290' 1290 _ _ _..,._-__--------- ,. System 1 324 557 Ventilation ; 1,802 28,908 560 9,946 38,854 1,4111 1,972 25,879 1,046 32i� j 1,290 Ox0* Duct Latent— ( �1,802i 28,3471 590 6,945 35,2921 24,832j t 323i 1,290 Zone 1 — 1-Great Room I 3541 7,7311 1,096 8,8271 7,4141 96 ® —352 3-0` 2-tGtchen I 1581 3,1131 487� 3,600 180 1207 359� 161 142i 51 71 1-0• 1-0- 3-Pantry i i j 33� 147 331 4-Bath I 60 1,145 459 1,604 _720 _91, _52 1-0' 5-Bedroom 3 _._., ; ' 1 110__1,9031 i 120 4871 663 2,566 66 � —2,745�� 36. J® 87 ®�-- j 22 1-0` 1-0• 7-Stairway y 8-Master Bedroom ? 83 252 857 4,848 111 _ 968 1,0155,863 1,505 4,001 201 _ 39 521221 1-0' 2-0' 9-Walk In Closet i i 81 718 1 345i 1,063 517 7i 33 1-0 10-Stairway--- 750 58 646 1,699 726 8..�-_.___�_ 1,045� 2,744 878 46 86 11 29 I®- ®—�77 1-0 1-0 _11-Laundry _^ 12-Bedroom 2 162.---1,875 _ 602( 2,477� _— _L _ 2,1881 28;� — 85 --.__ 1-0• 13-Bath_2 1,2031 4_57 1,660�~6781 91M 55 1-0- _ 14-Master Bath---`-- 15-Hall i _71 (—_106 } 79 —1,840 —� 136 486( 2,326 0 136 1,0911 104 14® _84 1 6 14' 1-0" C:\Elite\Rhvac 9\Projects\Don and Jackie Rasmussen.rh9 Tuesday, April 17, 2012, 10:51 AM Rhvac Residential'& Light Commercial HVAC Loatls Elite Software Development, Inc Residential Energy'Calc`s Don And Jackie Rasmussen ; r, Port Samt Lucie, FL .34983 Duct Size Preview. Room or Minimum Source Maximum Rough. Design Source Duct Duct Htg Clg Act. Duct Duct Name Velocity Velocity Factor L/100 Loss Velocity Length Flow Flow Flow Size 1 Supply Runouts LSystem 1 _.._ ----- Zone 1 1 Great Room Built-in i 450 t 750 0 01 0 96 ! , 352� 3-0 2-Kitchen Built-in 1 450� 750 0� 0.1, 0 _ 16 ` 142} 1-0 3-Pantry Built-in ` 4 i �'�a_�_ _ 0,1� _._. l ^- 01 f_ 5 ®.___. .7) 9-0 4-Bath 3 _ Built In 450( 750} 0 0.1 1 0� 9;® 52� 1-0 _.. 5-Bedroom 3 Built In r 450_ .._._.._. 750, 0 011 ;m 0 j 361 87} 1-0 6-Hall I Built In 450 750 0 01 0 12 7-Stairway Built-in 450 _ 750 O�N 01�J...._a..J.._._..�. 0 _ � _ 20 39 1-0 8-Master Bedroom j Built-in ? 52' ®_ 221( 2-0 9-Walk In Closet _._'450�'��_�.____ lBuilt-In 450_ o� -0. .__._...�_ f.__._�I O�_ 33 n_� 10-Stairway T Built In 450 _�I01. _ 0.1._ 11 6; 291 771 1-0 1-0 11 Laundry 12 Bedroom 2 Built-in Built In_ 450�i 450 750 750i 0 0 0.1 0 28! 85 1-0 mM0 µ� 13-Bath 2 Built In i 450' 7501m 01 01 9 ImiA^ 5� 1_4- Master Bath !_Built-in_{ 4501 _ — m} 7501 0� 0.1 �_ 0� 141, 84,r T1-0 15-Hall Built-in i 450 750 0 0.1 0} 1' 6 6T Other Ducts in Syste.m 1„ _ _ Supply Main Trunk Built-in j 6501 900; 0 0.11 j 0 323iM=F1 290�Ox0 Summary System 1 Flow:______ 323_._. ----- -._______... -Heating Cooling Flow: 1290 C:\Elite\Rhvac 9\Projects\Don and Jackie Rasmussen.rh9 Tuesday, April 17, 2012, 10:51 AM .•.Rhyac = Residential & Light Commercial HVAC Loads Residential Energy Calc's Don And;Jackie Rasmussen. Page 8 Port"Saint Lucie; FL 34983 Project Bill of Materials --------------------- Unit Unit Unit Total Req. Qty. Matl. Shop Field Total PartNo. Description Qty. Unit Matl. Cost Labor Labor LCost Cost Cost Hours Hours rr Ductwork Accessories kir'yi b 000�" _ Subtotal;Ductworccessones c ,, —!.. �`s HVAC Equipment " 1 x � Ea.,, ,,�-"�.�'-•93F'T's t-r.> .an?" _�s sp � fi,..�. S�C,.r}.' �� '�'-�.`�f��. i a° ac'X'l�p` n i� � 1 (Y.`*�6,.•a{ »G § n� $0��� $0� + rF fr Subtotali HVAC°Equipments tp ix\ e^.:x n'tal':x.§t,J' w r r ruy.SL..-. a:u..k^.a. "b ,-''..�..�..'.1 t� t ,i,'.a,,,h, v. ;,...�, vt5.,u Nt�..-�..;a �•> T GrandTotai 3 } $0.00 0 s $0.00 C:\Elite\Rhvac 9\Projects\Don and.Jackie Rasmussen.rh9 Tuesday, April 17, 2012, 10:51 �Rhyac Residential 8 Light Commercial VAC Loads EIrte;Software Development, Inc_ Residential Energy Chic's Don And Jackie Rasmussen Port:SainfLuce, FL 3, Total Building Sumi ary Loads' 1A-cb-o: Glazing -Single pane, operable window, clear, 60 1,816 0 1,920 1,920 metal frame with break, u-value 1.08, SHGC 0.75 1A-cb-o: Glazing-Singlepane, operable window, clear, 239.4 2,350 0 5,568 5,568 metal frame with break, u-value 0.35, SHGC 0.3 11 D: Door -Wood - Solid Core 42 458 0 426 426 13A-5ocs: Wall -Block, board insulation only, R-5 board 2058 7,204 0 3,938 3,938 insulation, open core, siding finish 16C-30: Roof/Ceiling-Under Attic with Insulation on Attic 966.5 867 0 1,237 1,237 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 20P-21: Floor -Over open crawl space or garage, Passive, 916.7 1,205 0 430 430 R-21 blanket insulation, any cover Subtotals for structure: 13,900 0 13,519 13,519 People: 18 3,600 4,140 7,740 Equipment: 1,500 2,700 4,200 Lighting: 0 0 0 Ductwork: 7,833 1,590 5,636 7,226 Infiltration: Winter CFM: 101, Summer CFM: 44 3,099 1,845 732 2,577 Ventilation: Winter CFM: 34, Summer CFM: 34 1,046 1,411 560 1,972 AED Excursion: _ 0 0 1,620 1,620 Total Building Load Totals: 25,879 9,946 28,908 38,854 Total Building Supply CFM: 1,290 CFM Per Square ft.: 0.716 Square ft. of Room Area: 1,802 Square ft. Per Ton: 557 Volume (ft3) of Cond. Space: 16,786 Buildmg,rLoads , Total Heating Required Including Ventilation Air: 25,879 Btuh 25.879 MBH ' Total Sensible Gain: 28,908 Btuh ' 74. % Total Latent Gain: 9,946 Btuh 26 % Total Cooling Required Including Ventilation Air: 38,854 Btuh 3.24 Tons (Based On Sensible + Latent) 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 according to the manufacturer's performance data at your design conditions. C:\Elite\Rhvac 9\Projects\Don and Jackie Rasmussen.rh9 Tuesday, April 17, 2012, 10:51 AM J"Rhvac Res�dent�al Light Gommerc�al "VACLoads tote software ueveiopment, Inc. Residertt�ai Energy Calc's Don And Jackie Rasmussen; n Pnrt`Saint I nriP FL 34983., _ Pa9e 12 $.ysterh:l Rheem Or;Equivalent,SumrimayLoads 1A-cb-o: Glazing -Single pane, operable window, clear, 60 1,816 0 1,920 1,920 metal frame with break, u-value 1.08, SHGC 0:75 1A-cb-o: Glazing -Single pane, operable window, clear, 239.4 2,350 0 5,568 - 5,568 metal frame with break, u-value 0.35, SHGC 0.3 11 D: Door -Wood - Solid Core 42 458 0 426 426 13A-5ocs: Wall -Block, board insulation only, R-5 board 2058 7,204 0 3,938 3,938 insulation, open core, siding finish 16C-30: Roof/Ceiling-Under Attic with Insulation on Attic 966.5 867 0 1,237 1,237 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 20P-21: Floor -Over open crawl space or garage, Passive, 916.7 1,205 0 430 430 R-21 blanket insulation, anv cover Subtotals for structure: 13,900 0 13,519 13,519 People: 18, 3,600 4,140 7,740, Equipment: 1,500 2,700 4,200 Lighting: 0 0 0 Ductwork: 7,833 1,590 5,636 7,226 Infiltration: Winter CFM: 101, Summer CFM: 44 3,099 1',845 732, 2,577 Ventilation: Winter CFM: 34, Summer CFM: 34 1,046 1,411 560 1,972 AED Excursion: 0 0 1,620 1,620 _ System 1 Rheem Or Equivalent Load Totals: 25,879 9,946 28,908 38,854 ,Check.Fi uses_ ` Supply CFM: 1,290 CFM Per Square ft.: 0.716 Square ft. of Room Area: 1,802 Square ft. Per Ton: 557 Volume (ft3) of Cond. Space: 16,786 Total Heating Required Including Ventilation Air: 25,879, Btuh 25.879 MBH Total Sensible Gain: 28,908 Btuh 74 0/6 Total Latent Gain: 9,946 Btuh 26 % Total Cooling Required Including Ventilation Air: 38,854 Btuh 3.24 .Tons (Based On Sensible + Latent) `°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 according to the manufacturer's performance data at your design conditions., C:\Elite\Rhvac 9\Projects\Don and Jackie Rasmussen.rh9 , Tuesday, April 17, 2012, 10:51 AM i. I &Light Commercial HUAGLoads' Elite son Do Data - Svstem 1 - Rheem Or Equivalent Cooling System Type: Standard Air Conditioner Outdoor Model: RPOL042JEZ Indoor Model: RHLLHM4821JA Tradename: PRESTIGE SERIES Outdoor Manufacturer: RHEEM OR EQUIVALENT Indoor Manufacturer: RHEEM OR EQUIVALENT Description: CENTRAL AIR 15 SEER Comment: 0 Nominal Capacity: 40000 I Efficiency: 0 Heating System Type: Two Speed Heat Pump Model: RHBH24A10J Tradename: PRESTIGE SERIES Manufacturer: RHEEM OR EQUIVALENT Description: HEAT PUMP HSPF 9.5 Comment: HSPF 9.5 Capacity: 40000 Efficiency: 0 C:1Elite\Rhvac 91Projects\Don and Jackie Rasmussen.rh9 Tuesday, April 17, 2012, 10:51 AM Rhvac Residential & Light Commercial'HVAC Loads_ Elite SoHware Development, Inc. Residential, Energy Calc s Don And Jackie Rasmussen ,P-ortSaint.Lucie, FL 34983 Page, 17 System 1, Zone 1 Summary Loads (Average Load Procedure for Rooms) Component r Area , SenJ t Lat Sens , -Total:. x yy �� '� x„ Qiian kE .,t Lossl f Gain. ;r .Gamf Gain Description';;'.. 1A cb-o: Glazing -Single pane, operable window, clear, 60 1,816 0 1,920 1,920 metal frame with break, u-value 1.08, SHGC 0.75 1A-cb-o: Glazing -Single pane, operable window, clear, 239.4 2,350 0 5,568 5,568 metal frame with break, u-value 0.35, SHGC 0.3 11 D: Door -Wood - Solid Core 42 458 0 426 426 13A-5ocs: Wall -Block, board insulation only, R-5 board 2058 7,204 0 3,938 3,938 insulation, open core, siding finish 16C-30: Roof/Ceiling-Under Attic with Insulation on Attic 966.5 867 0 1,237 1,237 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 20P-21: Floor -Over open.crawl space or garage, Passive, 916.7 1,205 0 430 430 R-21 blanket insulation, any cover Subtotals for structure: 13,900 0 13,519 13,519 People: 18 3,600 4,140 7,740 Equipment: 1,500 2,700 4,200 Lighting: 0 0 0 Ductwork: 7,833 0 5,636 5,636 Infiltration: Winter CFM: 101, Summer CFM: 44 3,099 1,845 732 2,577 System 1, Zone 1 Load Totals: 24,832 6,945 28,347 35,292 Supply CFM. 1,290 CFM Per Square ft.: 0.716 Square ft. of Room Area: 1,802 Square ft. Per Ton: 613 Volume (ft) of Cond. Space: 16,786 Zone Loads Total Heating Required: 24,832 Btuh 24.832 MBH Total Sensible Gain: 28,347 Btuh 80 % Total Latent Gain: 6,945 Btuh 20 % Total Cooling Required: 35,292 Btuh 2.94 Tons (Based On Sensible + Latent) -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 according to the manufacturer's performance data at your design conditions. C:\Elite\Rhvac 9\Projects\Don and Jackie Rasmussen.rh9 Tuesday, April 17, 2012, 10:51 AM i Rhvac Residential &• Light Commercial HVA. C Loads. Elite Software Dev Inc: elopment, Residential Energy Pales Dori And Jackie Rasmussen PortSamt Lucie, FL 34983. Pa a 2O =Detailed Room Loads - Room 1 - Great Room (Average Load Procedure) General•„ Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 20.8 ft. System Number: 1 Room Width: 17.0 ft. Zone Number: 1 Area: 354.0 sq.ft. Supply Air: 352 CFM Ceiling Height: 9.0 ft. Supply Air Changes: 6.6 AC/hr Volume: 3,182.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 3 Actual Winter Vent.: 10 CFM Runout Air: 117 CFM Percent of Supply.: 3 % Runout Duct Size: 0 in. Actual Summer Vent.: 9 CFM Runout Air Velocity: 0 ft./min. Percent of Supply: 3 % Runout Air Velocity: 0 ft./min. Actual Winter Infil.: 22 CFM Actual Loss: 0.000 in.wg./100 ft. Actual Summer Infil.: 10 CFM Item ; r '' Are, U Htg Sen Clgz Late xr 'Sen. HTMr Descn tion �.�� "' .:�,.. Quantit'" :Value. �� HTM E Loss :r .�� Gains Gains N -Wall-13A-5ocs 24.5 X 9 139.5 0.125 3.5 488 1.9 0 267 E -Wall-13A-5ocs 15.3 X 9 137.7 0.125 3.5 482 1.9 0 263 W -Wall-I3A-5ocs 17.5 X 9 97.5 0.125 3.5 341 1.9 0 186 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 60 1.080 30.2 1,816 32.0 0 1,920 (4) W -GIs-IA-cb-o shgc-0.3 16%S (4) 60 0.350 9.8 588 30.3 0 1,820 Floor-20P-21 17 X 20.8 353.6 0.047 1.3 465 0.5 0 166 Subtotals for Structure: 4,409 0 4,835 Infil.: Win.: 21.6, Sum.: 9.6 516 1.291 666 0.304 396 157 Ductwork: 2,339 1,537 AED Excursion: 442 People: 200 lat/per, 230 sen/per: 2 400 460 Equipment: _ 300 300 Room Totals: 7,414 1,096 7,731 C:\Elite\Rhvac 9\Projects\Don and Jackie Rasmussen.rh9 Tuesday, April 17, 2012, 10:51 AM Rhvac Residential &:Light Commercial HVAC Loads re -,Development, Inc.',' Residential Energy Calc's _ .Don And Jackie Rasmussen' PodSaint Lucie, FL�'34983 Pa a 21:; Detailed Roornloads = R6om.,2 - Kitchen -,(Average Load Procedure) ..` ,General ` Calculation Mode: Htg. & clg.. Occurrences:1 Room Length: 12.5 ft. System Number: 1 Room Width: 12.6 ft. Zone Number: 1 Area: 158.0 sq.ft. Supply Air: 142 CFM Ceiling Height: 9.0 ft. Supply Air Changes: 6.0- AC/hr Volume: 1,418.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 2 CFM Runout Air: 142 CFM Percent of Supply.: 1 % Runout Duct Size: 0 in. Actual Summer Vent.: 4 CFM Runout Air Velocity: 0 ft./min. Percent of Supply: 3 % Runout Air Velocity: 0 ft./min. Actual Winter Infil.: 5 CFM Actual Loss: 0.000 in.wg./100 ft. Actual Summer Infil.: 2 CFM Item t X Areas, U e ,r=Htg Senn ClLat �_ Sen 4, y S C 6 SA L. 6 h `'� Descn tiori ;..Quantit' ,, . valueGain. E -Wall-13A-5ocs 12.6'X 9 101.4 0.125 3.5 355 1.9 0 194 E -GIs-IA-cb-o shgc-0.3 20%S 12 0.350 9.8 118 29.4 0 353 Floor-20P-21 12.6 X 12.5 157.5 0.047 1.3 207 0.5 0 74 Subtotals for Structure: 680 0 621 Infil.: Win.: 4.8, Sum.: 2.1 113 1.287 146 0.309 87 35 Ductwork: 381 61.9 AED Excursion: 178 People: 200 lat/per, 230 sen/per: 2 400 460 Equipment:_ _ 0 1,200 Room Totals: 1,207 487 3,113 C:\Elite\Rhvac 9\Projects\Don and Jackie Rasmussen.rh9 Tuesday, April 17, 2012, 10:51 AM / Rhvac Residential & Light Commercial HVAC Loads Ehte Software Development, lnc, Residential Energy Calcs Don And Jackie Rasmussen P,ort;. ,. SamtLucie; Fh 34983 ,: ; . " • Pa e22" Detaileal,'Roombads -Room' 3 =Pantry. (Average.`L" ' ad'Procedure) 4;Gereral n. ° Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 7.0 ft. System Number: 1 Room Width: 4.7 ft. Zone Number: 1 Area: 33.0 sq.ft. Supply Air: 7 CFM Ceiling Height: 9.0 ft. Supply Air Changes: 1.4 AC/hr. Volume: 296.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Runout Air: 7 CFM Percent of Supply.: 7 % Runout Duct Size: 0 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 0 ft./min. Percent of Supply: 3 % Runout Air Velocity: 0 ft./min. Actual Winter.Infil.:, 2 CFM Actual Loss: 0.000 in.wg./100 ft. Actual Summer Infil.: 1 CFM Items;t Area r> ; U Htg 5 Sent �Clg�£ �' Latt �'Sen; DescnptioriK^ r r- � .Quantity, :Value„„; 'HTMr. }rLdss� ; 'HTM„ � r.°YGain ��n Gain-, W -Wall-13A-5ocs 4.7 X 9 42.3 0.125 3.5 148 1.9 0 81 Floor-20P-21 4.7 X 7 32.9 0.047 1.3 43 0.5 0 15 Subtotals for Structure: 191 0 96 Infil.: Win.: 1.8, Sum.: 0.8 42 1.300 55 0.307 33 13 Ductwork: 113 29 AED Excursion: 8 Room Totals: 359 33 147 r C:\Elite\Rhvac 9\Projects\Don and Jackie Rasmussen.rh9 Tuesday, April 17, 2012, 10:51 AM Rhvac . Residential & Light Commercial HVAC Loads tine aorware ueveiopmen�, mc. Residential Energy Calc's Don And Jae Rasmussen cki Port Sai "hf Liicie FL 34983 Page 23'. Detailed Room -Loads =. Room 4• - Ba#h 3 •(Average, Load, Procedure) Calculation Mode: Htg. '& clg. Occurrences: 1 Room Length: 8.5 'ft. System Number: 1 Room Width: -7.0 ft. Zone Number: 1 Area: 60.0 sq.ft. Supply Air: 52 CFM Ceiling Height: 9.0 ft. Supply Air Changes: 5.8 AC/hr Volume: 536.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 1 CFM Runout Air: 52 CFM Percent of Supply.: 2. % Runout Duct Size: 0 in. Actual Summer Vent.: 1 CFM Runout Air Velocity: 0 ft./min. Percent of Supply: 3 % Runout Air Velocity: 0 ft./min. Actual Winter Infil.: 3 CFM Actual Loss: 0.000 in.wg./100 ft. Actual Summer Infil.: 1 CFM W -Wall-I3A-5ocs 8.5 X 9 69 0.1.25 3.5 242 1.9 0 .132 W -GIs-1A-cb-o shgc-0.3 27%S 7.5 0.350 9.8 74 27.9 0 209 Floor-20P-21 7 X 8.5 59.5 0.047 1.3 78 0.5 0 28 Subtotals for Structure: 394 0 369 Infil.: Win.: 3.2, Sum.: 1.4 77 1.294 99 0.301 59 23 Ductwork: 227 228 AED Excursion: 65 People: 200 lat/per, 230 sen/per: 2 400 460 Room Totals: 720 459 1,145 541 C:\Elite\Rhvac 9\Projects\Don and Jackie Rasmussen,rh9 Tuesday, April 17, 2012, 10:51 AM Rh4ac Residential & LighfCommercial HVAC Loads Elite Software Development, Inc. Residential Energy Calc's Y _ E Don And Jackie Rasmussen 1, Port,Samt Lucie, FL 34983 : " 5._ . _-. _ : ' Page 24 Detailed Room Loads,- Room 5 - Bedroom 3 (Average Load Procedure) 'General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 11.0 ft. System Number: 1 Room Width: 10.0 ft. Zone Number: 1 Area: 110.0 sq.ft. Supply Air: 87 CFM Ceiling Height: 9.0 ft. Supply Air Changes: 5.2 AC/hr Volume: 990.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 4 CFM Runout Air: 87 CFM Percent of Supply.: 4 % Runout Duct Size: 0 in. Actual Summer Vent.: 2 CFM Runout Air Velocity: 0 ft./min. Percent of Supply: 3 % Runout Air Velocity: 0 ft./min. Actual Winter Infil.: 14 CFM Actual Loss: 0.000 in.wg./100 ft. Actual Summer Infil.: 6 CFM' Item Area lJ= Htg; Sen Clg Lat,; Seri' Description", Qua nti '' Value HTM . ':, Loss , HTM Gain Gain W -Wall-13A-5ocs 14.5 X 9 130.5 0.125 3.5 457 1.9 0 250 S -Wall-13A-5ocs 11.5 X 9 88.5 0.125 3.5 310 1.9 0 169 E -Wall-13A-5ocs 12 X 9 108 0.125 3.5 378 1.9 0 207 S -GIs-1A-cb-o shgc-0.3 100%S 15 0.350 9.8 147 11.6 0 174 Floor-20P-21 10 X 11 110 0.047 1.3 145 - --- 0.5 0 - ------ 52 ---------- —----.._.. --------- ---------- Subtotals for Structure: ----- -- —---- - ---- --- - - 1,437 0 852 Infil.: Win.: 14.4, Sum.: 6.3 342 1.292 442 0.304 263 104 Ductwork: 866 378 AED Excursion: 109 People: 200 lat/per, 230 sen/per: 2 __ 400 460 Room Totals: 2,745 663 1,903 C:\Elite\Rhvac 9\Projects\Don and Jackie Rasmussen.rh9 Tuesday, April 17, 2012, 10:51 AM Calculation Mode: Htg. & clg. Occurrences: Room Length: 12.0 ft. System Number: 1 Room Width: 10.0 ft. Zone Number: 1 Area: 120.0 sq.ft. Supply Air: 22 CFM Ceiling Height: 9.0 . ft. Supply Air Changes: 1.2 AC/hr Volume: 1,080.0 cu.ft. Req..Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 1 CFM Runout Air: 22 CFM Percent of Supply.: 6 % Runout Duct Size: 0 in. Actual Summer Vent.: 1 CFM Runout Air Velocity: 0 ft./min. Percent of Supply: 3 % Runout Air Velocity: 0 ft./min. Actual Winter Infil.: 4 CFM Actual Loss: 0.000 in.wg./100 ft. Actual Summer Infil.: 2 CFM S -Wall-13A-5ocs 9.5 X 9 73.5 0.125 3.5 257 1.9 0 141 S -GIs-1A-cb-o shgc-0.3 100%S 12 0.350 9.8 118 11.6 0 139 Floor-20P-21 10 X 12 120 0.047 1.3 158 0.5 0 56 _ Subtotals for Structure: 533 0 336 Infil.: Win.: 3.6, Sum.: 1.6 86 1.287 110 0.304 66 26 Ductwork: 296 97 AED Excursion: 28 Room Totals: _ 939 66 487 C:\Elite\Rhvac 9\Projects\Don and Jackie Rasmussen.rh9 Tuesday, April 17, 2012, 10:51 AM Rhvac, Residential & Light Commerc_ ial HVAC Loads Elite, Software DeVelopment, lnc:' Residential Energy C"ales Don And Jackie Rasmusseri Port-Sdinttucie, FL 3403 Pa a 26 Dotailed Room.Loads - Room 7 = Stairway (Average Load Procedure) =:General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 20.8 ft. System Number: 1 Room Width: 4.0 ft. Zone Number: 1 Area: 83.0 sq.ft. Supply Air: 39 CFM Ceiling Height: 9.0 ft. Supply Air Changes: 3.1 AC/hr Volume: 749.0 cu.ft. Req. Vent. Clg: 0 CFM Number.of Registers: 1 Actual Winter Vent.: 2 CFM Runout Air: 39 CFM Percent of Supply.: 5 % Runout Duct Size: 0 in. Actual Summer Vent.: 1 CFM Runout Air Velocity: 0 ft./min. Percent of Supply: 3 % Runout Air Velocity: 0 ft./min. Actual Winter Infil.: 6 CFM Actual Loss: 0.000 in.wg./100 ft. Actual Summer Infil.: 3 CFM Item Area -U- Htg Sen CIg Lat" ''Son; Descnptiori Quantity Value. HTM : ,' ; r' Loss . , ' ` HTM Gain Gain E -Wall-13A-5ocs 12 X 9 108 0.125 3.5 378 1.9 0 207 S -Wall-13A-5ocs 4 X 9 15 0.125 3.5 53 1.9 0 29 S-Door-11 D 3 X 7 21 0.390 10.9 229 10.1 0 213 UP-Ceil-16C-30 20.8 X 4 83.2 0.032 0.9 75 1.3 0 106 Floor-20P-21 4 X 20.8 83.2 0.047 1.3 109 0.5 0 39 Subtotals for Structure: 844 0 594 Infil.: Win.: 6.0, Sum.: 2.7 144 1.292 186 0.306 111 44 Ductwork: 475 170 AED Excursion: 49 Room Totals: _ _ 1,505 111 857 C:\Elite\Rhvac 9\Projects\Don and Jackie Rasmussen.rh9 Tuesday, April 17, 2012, 10:51 AM Rhvac ResidentialA Light Commerchal HVAC Loads Residential Energy Calds ;, Elite Software Development, Inc: Don And Jackie Rasmussen Rost Saint Lucie, FL'34983 Pa a 27' Detailed Room Loads %.- Room 8 - Master Bedroom (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 21.0 ft. _ System Number: 1 Room Width: 12.0 ft. Zone Number: 1 Area: 252.0 sq.ft. Supply Air: 221 CFM Ceiling Height: 11.0 ft. Supply Air Changes: 4.8 AC/hr Volume: 2,772.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 5 CFM Runout Air: 110 CFM Percent of Supply.: 2 % Runout Duct Size: 0 in. Actual Summer Vent.: 6 CFM Runout Air Velocity: 0 ft./min. Percent of Supply: 3 % Runout Air Velocity: 0 ft./min. Actual Winter Infil.: 17 CFM Actual Loss: 0.000 in.wg./100 ft. Actual Summer Infil.: 8 CFM Item Area' -U=' " :Htg ;, 'S6h , Clg Lat : -Sen" Description." Quantity.. Value`' HTM' ,-,= Loss HT.M Gain," Gain W -Wall-13A-5ocs 9.5 X 9 61.5 0.125 3.5 215 1.9 0 118 NW-Wall-13A-5ocs 9 X 9 57 0.125 3.5 200 1.9 0 109 N -Wall-13A-5ocs 13 X 9 78 0.125 3.5 273 1.9 0 149 E -Wall-13A-5ocs 14 X 9 126 0.125 3.5 441 1.9 0 241 W -GIs-1A-cb-o shgc-0.3 20%S (2) 24 0.350 9.8 236 29.4 0 706 NW-GIs-1A-cb-o shgc-0.3 0%S (2) 24 0.350 9.8 236 26.0 0 624 N -GIs-1A-cb-o shgc-0.3 100%S (2) 24 0.350 9.8 236 11.6 0 278 N -GIs-1A-cb-o shgc-0.3 100%S 15 0.350 9.8 147 11.6 0 174 UP-Ceil-16C-30 21 X 12 252 0.032 0.9 226 1.3 0 323 Subtotals for Structure: 2,210 0 2,722 Infil.: Win.: 17.2, Sum.: 7.6 410 1.292 529 0.305 315 125 Ductwork: 1,262 964 AED Excursion: 277 People: 200 lat/per, 230 sen/per: 2 400 460 Equipment: 300 300 Room Totals: 4,001 1,015 4,848 C:\Elite\Rhvac 9\Projects\Don and Jackie Rasmussen.rh9 Tuesday, April 17, 2012, 10:51 AM m Rhvac Residential & Light Commercial HVAC Loads_ Elite Sottwae Development, Inc: Residential Energy Calc's Don And Jackie Rasmussen PorfSaint Lucie,,FL 34963 , - . . " Paa a 28' Detailed Room- Loads - Room 9 - Walk ,In Closet (Average Load. Procedure) �Gereral Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 12.5 ft. System Number: 1 Room Width: 6.5 ft. Zone Number: 1 Area: 81.0 sq.ft. Supply Air: 33 CFM Ceiling Height: 10.0 ft. Supply Air Changes: 2.4 .AC/hr Volume: 813.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 1 CFM Runout Air: 33 CFM Percent of Supply.: 2 % Runout Duct Size: 0 in. Actual Summer Vent.: 1 CFM Runout Air Velocity: 0 ft./min. Percent of Supply: 3 % Runout Air Velocity: 0 ft./min. Actual Winter Infil.: 2 CFM Actual Loss: 0.000 in.wg./100 ft. Actual Summer Infil.: 1 CFM Item Area U-' - Htg , Sen Clg L' at ; Sen Description;; Quantity Value. NTM' ,- Loss HTM Gain Gain' E -Wall-13A-5ocs 6.5 X 9 58.5 0:125 3.5 205 1.9 0 112 U P-Ceil-1 6C-30 12.5 X 6.5 81.2 0.032 0.9 73 1.3 0 104 Subtotals for Structure: 278 0 216 Infil.: Win.: 2.5, Sum.: 1.1 59 1.299 76 0.308 45 18 Ductwork: 163 143 AED Excursion: 41 E_quipment:_ _ _ 300 300 Room Totals: 517 345 718 C:\Elite\Rhvac 9\Projects\Don and Jackie Rasmussen.rh9 Tuesday, April 17, 2012, 10:51 AM Rhvac Residential & Light Commercial HVAC Loads Residential°Energy Calc's Elite Software Development, Inc.' Don And Jackie Rasmussen Pori Sant Lucie, FL 34983, >_ Pa' a 29 ; :Detailed Room Loads m.ROOM.IQ =..Stairway (Average Load'Procedure) °General •r ;', h . Mode: Calculation. Htg. & clg. Occurrences: 1 . Room Length: 11.5 ft. System Number: 1 Room Width: 6.5 ft. Zone Number: 1 Area: 75.0 sq.ft. Supply Air: 29 CFM Ceiling Height: 9.0 ft. Supply Air Changes: 2.6 AC/hr Volume: 673.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 1 CFM Runout Air: 29 CFM Percent of Supply.: 4 % Runout Duct Size: 0 in. Actual Summer Vent.: 1 CFM Runout Air Velocity: 0 ft./min. Percent of Supply: 3 % Runout Air Velocity: 0 ft./min. Actual Winter lnfil.: 4 CFM Actual Loss: 0.000 imwg./100 ft. Actual Summer Infil.: 2 CFM Item : � : , Arean Y U Htg 'SenXlg fi Lit";, Y�, 'Sen Desch tion;<< .Quantity =:Value,,' ;HTM, N; :Loss �:��.,H =Gain . TIVI Gairi E -Wall-13A-5ocs 11.5 X 9 97.5 0.125 3.5 341 1.9 0 186 E -GIs-1A-cb-o shgc-0.3 27%S 6 0.350 9.8 59 27.8 0 167 UP-Ceil-16C-30 11.5 X 6.5 74.8 0.032 0.9 67 . 1.3 0 _ 96 Subtotals for Structure: 467 0 449 Infil.: Win.: 4.3, Sum.: 1.9 104 1.295 134 0.309 80 32 Ductwork: 277 129 AED Excursion: 37 Room Totals: _ 878 80 646 C:\Elite\Rhvac 9\Projects\Don and Jackie Rasmussen.rh9 Tuesday, April 17, 2012, 10:51 AM Rhvac Residential& Light Commercial HVAc Loads Elde Software Development, Inc. Residential Energy C'alc's Don Aritl Jackie Rasmussen Port`,Saint Lucie, FL ,34983 a .. �'. .. „ _� Pa 'e 30 Detailed Room.,Loads.'-,Room 11 - Laundry (AverageLoad Procedure). , Gehe; rat Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 9.0 ft. System Number: 1 Room Width: 6.4 ft. Zone Number: 1 Area: 58.0 sq.ft. Supply Air: 77 CFM Ceiling Height: 9.0 ft. Supply Air Changes: 9.0 AC/hr Volume: 518.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 1 CFM Runout Air: 77- CFM Percent of Supply.: 1 % Runout Duct Size: 0 in. Actual Summer Vent.: 2 CFM Runout Air Velocity: 0 ft./niin. Percent of Supply: 3 % Runout Air Velocity: 0 ft./min. Actual Winter Infil.: 2 CFM Actual Loss: 0.000 in.wg./100 ft. Actual Summer Infil.: , 1 CFM Item Areas Uy,Htg ¢ Sen' Clg s h'f y� Lat . kE Sen �; Description;:Quantit'Val' HTMw Loss , HTM Gain-' m E -Wall-13A-5ocs 6.5 X 9 58.5 0.125 3.5 205 1.9 0 112 UP-Ceil-16C-30 9 X 6.4 57.6 0.032 0.9 52 1.3 0 74 Subtotals for Structure: 257 0 186 Infil.: Win.: 2.5, Sum.: 1.1 59 1.299 76 0.308 45 18 Ductwork: 153 338 AED Excursion: ' 97 People: 200 lat/per, 230 sen/per: 2 400 460 Equipment: 600 600 Room Totals: 486 1,045 1,699 C:\Elite\Rhvac 9\Projects\Don and Jackie Rasmussen.rh9 Tuesday, April 17, 2012, 10:51 AM Rhvac Residential &Light Commercial ki Loads Elite,Software Deyelopment, Inc.•' Residential EnergyCalc's , _ _ ° _ Don And Jackie Rasmussen PortSaint Lucie,.FL 34993: �I �.. Pae 31 Detailed Room Loads,- Room 12.- Bedroom' 2 (Average -Load: Procedure); `General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 14.7 ft. System Number. 1 Room Width: 11.0 ft. Zone Number: 1 Area: 162.0 sq.ft. Supply Air: 85 CFM Ceiling Height: 9.0 ft. Supply Air Changes: 3.5 AC/hr Volume: 1,455.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 3 CFM Runout Air: 85 CFM Percent of Supply.: 4 % Runout Duct Size: 0 im Actual Summer Vent.: 2 CFM Runout Air Velocity: 0 ft./min. Percent of Supply: 3 % Runout Air Velocity: 0 ft./min. Actual Winter Infil.: 11 CFM Actual Loss: 0.000 .in.wg./100 ft. Actual Summer Infil.: 5 CFM Item Area.,U- Htg Sen Clg Lat Spn Description Quantity. Value '. HTM .. , Loss , ' ` 'HTM 'Gain : Gain S -Wall-13A-5ocs 14.5 X 9 115.5 0.125 3.5 404 1.9 0 221 W -Wall-I3A-5ocs 14.7 X 9 132.3 0.125 3.5 463 1.9 0 253 S -GIs-1A-cb-o shgc-0.3 100%S 15 0.350 9.8 147 11.6 0 174 UP-Ceil-16C-30 14.7 X 11 161.7 0.032 0.9 145 1.3 0 207 Subtotals for Structure: 1,159 0 855 Infil.: Win.: 11.0, Sum.: 4.9 263 1.290 339 0.304 202 80 Ductwork: 690 373 AED Excursion: 107 People: 200 lat/per, 230 sen/per:_ 2 _ 400 460 Room Totals: 2,188 602 1,875 C:\Elite\Rhvac 9\Projects\Don and Jackie Rasmussen.rh9 Tuesday, April 17, 2012, 10:51 AM Rhvac Residenttal & Light Commercial HVAC Loads Ehte`Software Development; lnc: Residential Energy CaIes Don And Jackie_ Rasmussen Polt Saint L` ucie, FL34983 Pa a 32 Detailed Room► 'Loads - Room 13 - Bath 2 (Average Load Procedure) ,;General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 8.5 ft. System Number: 1 Room Width: 8.3 ft. Zone Number: 1 Area: 71.0 sq.ft. Supply Air: 55 CFM Ceiling Height: 9.0 ft. Supply Air Changes: 5.2 AC/hr Volume: 635.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 1 CFM Runout Air: 55 CFM Percent of Supply.: 2 % Runout Duct Size: 0 in. Actual Summer Vent.: 1 CFM Runout Air Velocity: 0 ft./min. Percent of Supply: 3 % Runout Air Velocity: 0 ft./min. Actual Winter Infil.: 3 CFM Actual Loss: 0.000 in.wg./100 ft. Actual Summer Infil.: 1 CFM Item' Area -U= ' Htg ,:` ` "Sen Clg Lat `; � `Sen Description Quantity Value ;X, HTM : Loss , ':;a .' _°HTM Gain ` Gain' W -Wall-13A-5ocs 8.3 X 9 67.8 0.125 3.5 237 1.9 0 130 W -GIs-1A-cb-o shgc-0.3 27%S 6.9 0.350 9.8 68 27.8 0 192 UP-Ceil-16C-30 8.5 X 8.3 70.6 0.032 0.9 63 1.3 0 90 Subtotals for Structure: _ 368 0 412 Infil.: Win.: 3.1, Sum.: 1.4 75 1.285 96 0.308 57 23 Ductwork: 214 239 AED Excursion: 69 People: 200 lat/p_er, 230 sen/per: 2 400 460 Room Totals: 678 457 1,203 C:\Elite\Rhvac 9\Projects\Don and Jackie Rasmussen.rh9 Tuesday, April 17, 2012, 10:51 AM a Rhvac Residential &Light Commercial H1/AC Loads Elite Software Development, lnc. Resident�ai Energy Calc`s Don And Jackie Rasmussen Port,Saint L°uce,.F.L 34983 "'; .. ;' Pa a 33 Detailed Room -Loads- Room, 14 - Master Bath (Average Load Procedure)' FGeneral Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 12.5 ft. System Number: 1 Room Width: 8.5 ft. Zone Number: 1 Area: 106.0 sq.ft. Supply Air: 84 CFM Ceiling Height: 9.0 ft. Supply Air Changes: 5.3 AC/hr Volume: 956.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 1 CFM Runout Air: 84 CFM Percent of Supply.: 2 % Runout Duct Size: 0 in. Actual Summer Vent.: 2 CFM Runout Air Velocity: 0 ft./min. Percent of Supply: 3 % Runout Air Velocity: 0 ft./min. Actual Winter Infil.: 5 CFM Actual Loss: 0.000 in.wg./100 ft. Actual Summer Infil.: 2 CFM Item; Area ,; t)=.' Htg,,,°.:'Sen ' Clg �Lat Sena. Descri tion ' Quantity . ' Vatue; HTM ; ;. L'o.ss .HTM Gain ; Gain` W -Wall-13A-5ocs 12.5 X 9 94.5 0.125 3.5 331 1.9 0 181 W -GIs-1A-cb-o shgc-0.3 13%S 18 0.350 9.8 176 31.0 0 558 U P-Ceil-1 6C-30 12.5 X 8.5 106.2 0.032 0.9 95 1.3 0 136 Subtotals for Structure: 602 0 875 Infil.: Win.: 4.7, Sum.: 2.1 113 1.289 145 0.302 86 34 Ductwork: 344 366 AED Excursion: 105 People: 200 lat/per, 230 sen/per: 2 400 460 Room Totals: 1,091 486 1,840 C:\Elite\Rhvac 9\Projects\Don and Jackie Rasmussen.rh9 Tuesday, April 17, 2012, 10:51 AM Rhvac Residenfial & Light Commercial HVAC Loads Elite Software Develo merit, lnc. ` Rasmussen Resitlential Energy Calc`s And Jackie PortSaint L' ucie, FL`. 34983 Pa a 34.. Detailed ,Room Loads = Room 15, Hall (Average Load Procedure) 'General s '� Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 18.0 ft. System Number: 1 Room Width: 4.4 ft. Zone Number: 1 Area: 79.0 sq.ft. Supply Air: 6 CFM Ceiling Height: 9.0 ft. Supply Air Changes: 0.5 AC/hr Volume: 713.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM, Runout Air: 6 CFM Percent of Supply.: 2 % Runout Duct Size: 0 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 0 ft./min. Percent of Supply: 3 % Runout Air Velocity: 0 ft./min. Actual Winter Infil.: 0 CFM Actual Loss: 0.000 in.wg./1D0 ft. Actual Summer Infil.: 0 CFM- tg Item = Areas; �r 11 H� Seri « r Clg h Lat r, �Sen; Description �' °Quanti `,Value ' . HTM 7 �.. „Loss _ HTM ;r... Gamy° -� _ 'Gam UP-Ceil-16C-30 18 X 4.4 79.2 0.032 0.9 71 1.3 0 101 Subtotals for Structure: 71 0 101 Infil.: Win.: 0.0, Sum.: 0.0 0 0 0 0 0 0 Ductwork: 33 27 A_ED Excursion: _ _ 8 Room Totals:-" ----------- ----------�-------104 0 136 C:\Elite\Rhvac 9\Projects\Don and Jackie Rasmussen.rh9 Tuesday, April 17, 2012, 10:51 AM Rhvac Residential Light Commercial HVAC Loads Elite Software Development, Inc: Residential Energy Calls Don And Jackie Rasmussen r Port`Saint Lucie„FL =34983, ..,, . ;. °Pa` a 39- 1_1,S_Y_kem.1 Room Load - Summary : = Htg Min , Run:. y Run, �` Clg; Clg Min Act Size""Vel"; ":"� Btut u .No Namek �SF Btuh�CFM, Btuh "CFMCFM.; ---Zone 1--- 1 Great Room 354 7,414 96 3-0 0 7,731 1,096 352 352✓ 2 Kitchen 158 1,207 16 1-0 0 3,113 487 142 142 3 Pantry 33 359 5 1-0 0 147 33 7 7 4 Bath 3 60 720 9 1-0 0 1,145 459 52 52 5 Bedroom 3 110 2,745 36 1-0 0 1,903 663, 87 8 6 Hall 120 939 12 1-0 0 487 66 22, 22 7 Stairway 83 1,505 20 1-0 0 ` 857 111 39 39 8 Master Bedroom 252 4,001 52 2-0 0 4,848 1,015 221 221 9 Walk In Closet- 81 517 7 1-0 0 718 345 33 33 or 10 Stairway 75 878 11 1-0 0, 646 80 29 29 11 Laundry 58 486 6 1-0 0 1,699 1,045 77 77 _ 12 Bedroom 2 162 2,188 28 1-0 0 1,875 602 85 185 ., 13 Bath 2 71 678 9 1-0 0 1,203 457 55 55 14 Master Bath 106 1,091 14 1-0 0 1,840 486' ' 84 84 15 Hall 79 104 1 1-0 0 136 0 6 6 Ventilation 1,046 560 1,411 Duct Latent 1,590 _ System 1 total 1,802, 25,879 323 _ 28,908 9,946 1,290 1,290 System 1 Main Trunk Size: OxO in. Velocity: 0 ft./min Loss per 100 ft.: 0.000 in.wg �Gooing:S'sfem Surrima _ Coo4ng Sensible/L-atent Sensible Latent Total `Split'Btuh, :BtuhBtuh' Net Required: 3.24 74%/26% 28,908 9,946 38,854 Actual: 3.33 73% / 28% 29,000 11,000 40,000 row" ipmo vo fi Heating. System Cooling System Type: Two Speed Heat Pump Standard Air Conditioner Model: RHBH24A1 OJ RPQL042JEZ Indoor Model: RHLLHM4821JA Brand: PRESTIGE SERIES PRESTIGE SERIES Description: HEAT PUMP HSPF 9.5. CENTRAL AIR 15 SEER Efficiency: 0 0 Comment: HSPF 9.5 0 Sound: 0 0 Capacity: 40000 40000 Sensible Capacity: n/a 29,000 Btuh Latent Capacity: n/a 11,000 Btuh C:\Elite\Rhvac 9\P:rojects\Don and Jackie Rasmussen.rh9 Tuesday, April 17, 2012, 10:51 AM OUTHEAST ELEVATOR, INC. ® 811 EDWARDS ROAD FT. PIERCE, FL. 34982 k PHONE (772) 461-0030 FAX (772) 461-9008 www.seelevator.com 1- . May 1, 2012 . JWN Construction AUG 0 6 2012 1036 NE Jensen Beac Blvd. PU�uo Works Jensen Beach, FL 34957 ate uucoe too I , FL �I RE: Rasmussen Residence _ Dear James, Thank you for your provided, we propose One (1) Southern Seri 1) Model Glide 950R 1 2) Rigid guide rail sysi 3) Automatic operatioi 4) A 6'10" Sugar Mill OPTIONI: Peachtree OPTION2: Savannah OPT;ION3: Plantation 5) Emergency battery 6) Brushed stainless,. 7) Hardwood handrail 8) Two Scissor style c 9) Three landings, ad, 10) One year parts ar WORK AND MATER 1) Enclosed plumb an 2) Hoistway size requi 3) 220 Volt, single ph, disconnect switch pips 4) 115 Volt lighting su 5) Adequate supports 6) Contractor to leave 7) Wooden swing typf 8) Finish floor nt inquiry about our residential elevators. After reviewing the information you following: s Residential Elevator in accordance with the following features:, 3bled Hydraulic System, 950 Lbs. Capacity m with 8# elevator tee rails and formed steel brackets with a rated speed of 40 feet per minute 3b with clear semi -gloss 3/" Oak, Cherry, Maple, or Mahogany veneer walls tyle cab Add $ 800.00 Lyle cab Add $ 1,000.00 Lyle cab Add $ 3,000.00 )wering, with automatic recharging system eel hall and car control panelsAN gates, black :ent openings, adjacent machine room, travel up to 12'0" labor warranty BY OTHERS: square legal hoistway, with 12"deep pit :d is 52"W x 56"D min. inside finished dimensions ,e, 30 Amp. power supply, with lockable fused i to controller ply with disconnect, and telephone line piped to controller or guide rails ront wall open at first floor if neseccary doors and hardware at all landings 11 We will provide and iP,9 rk stall a Three (3) level residential elevator, as described above, for the sum of Fifteen thousand five hundred dollars ($15,500.00). This price does not include items outlined as WORK AND MATERIALS BY OTH RS. Delivery approximately 3 to 4 weeks after approved shop drawings. THE SUGARMILL CAB — — Natural Cherry Black Scissor Gate Stainless Steel Fixture �A i Stainless Steel Light Natural Mahogany Natural Maple 1,. Natural Oak MODEL GLIDE 95OR Type Hydraulic Capacity 750lbs - 950lbs Speed 40 FPM Travel 50' Maximum Platform 38.75" x 49.50" Shaft 52" x 54" Pit 12" Overhead 8'0" Minimum Landings 5 Maximum Car Openings 1 to 3 Door Size 36" x 80" or 36" x 96" Door Type Swing Operation Automatic Power Supply 220 Volt, 1 Phase, 30 Amp Walls %" cabinet grade Finish Natural wood with semi -gloss clear coat Gate Type Scissor - Vinyl folding Height 81" or 96" Handrail Hardwood Flooring BY OTHERS Lighting Standard recessed with auto lighting Car Station 1, with run stop switch, alarm & emer. light Hall Stations 1 per landing Telephone Wall mount jack Finish Stainless steel Controller PLC/Relay Landing Magnetic Tape Selector/Limits Pump Screw pump Valve Two speed, four cQ�l t Emer. Lower Standard I Interlocks EMI C Gate Operation Manual Door Operation Manual Sling Formed steel Brackets Formed steel Rails 81b Machined Trail Cables 2 - 3/8 Aircraft cables Hydraulics 2 %" Plunger Brakes Instantaneous I ��SOUTHEAST C ELEVATOR, INC. 811 EDWARDS ROAD FORT PIERCE, FL 34982 772-461-0030 (PHONE) 772-461-9008 (FAX) www.seelevator.com 4> k, S MODEL Type Capacity Speed Travel Platform Shaft Pit Overhead Landings Car Opening Door Size Door Type Operation Power Supr Walls Finish Gate Type Height Handrail Flooring Lighting Car Station Hall Station Telephone Finish Controller Landing Pump Valve Emer. Low Interlocks Gate Oper Door Oper Sling Brackets Rails Cables Hydraulics Brakes SOUTHEAST ELEVATOR, INC. 811 EDWARDS ROAD FT. PIERCE, FL. 34982 PHONE (772) 461-0030 FAX (772) 461-9008 www.seelevator.com RD RESIDENTIAL ELEVATOR OUTLINE SPECIFICATIONS GLIDE 96OR Hydraulic 750lbs - 950lbs 40 FPM 50' Maximum 38.75" x 49.50" 52" x 54" 12" 8'0" Minimum 5 Maximum 1 to 3 36" x 80" or 36" x 96" Swing Automatic 220 Volt, 1 Phase, 30 Amp-120 Volt, 1 Phase, 15 Amp cabinet grade veneered plywood in Oak, Cherry, Mahogany or Maple Natural wood with semi -gloss clear coat Scissor or Vinyl folding 81" to 96" Hardwood BY OTHERS Standard recessed with auto lighting 1- with run stop switch, alarm & emergency light 1 per landing Wall mount jack 4r. Stainless steel - PLC/Relay Magnetic Tape Selector/Limits Screw pump Two speed, four coil Standard EMI Manual Manual Formed steel Formed steel 81b Machined T-rail 2 - 3/8 Aircraft cables 2 %" Plunger Instantaneous THE S' } b �`3�i' 4� � a 54Cb t,^,t L Black Scissor Gate " aaa qq �r Stainless Steel Fixtt • R.�98 . Stainless Steel Ligi LL CAB Natural Cherry All IN a."'j,�, ,3 t,Nn ���' Natural Mahogany Natural Maple I Natural Oak MODEL GLIDE 95OR Type Hydraulic Capacity 750lbs - 950lbs Speed 40 FPM Travel 50' Maximum Platform 38.75" x 49.50" Shaft 52" x 54" Pit 121, Overhead 8'0" Minimum Landings 5 Maximum Car Openings 1 to 3 Door Size 36" x 80" or 36" x 96" Door Type Swing Operation Automatic Power supply 220 Volt, 1 Phase, 30 Amp Walls '/+" cabinet grade Finish Natural wood with semi -gloss clear coat Gate Type Scissor - Vinyl folding Height 81" or 96" Handrail Hardwood Flooring BY OTHERS Lighting Standard recessed with auto lighting Car Station 1, with run stop switch, alarm & emer. light Hall Stations 1 per landing Telephone Wall mount jack Finish Stainless steel Controller PLC/Relay Landing Magnetic Tape Selector/Limits Pump Screw pump Valve Two speed, four coil r Standard Emer. Lower Interlocks EMI 1 Gate Operation Manual 5 ,yip Door Operation Manual Sling Formed steel Brackets Formed steel Rails 81b Machined Trail Cables 2 - 3/8 Aircraft cables Hydraulics 2 %" Plunger Brakes Instantaneous SOUTHEAST J1 "'0R INK. .off vl � zil El)ut,'ilRDS ROAD FORT PIERCE, FL 34982 777-461.900 (EAY) o LH LAI RH INSIDE FINISHED 52" INSIDE FINISHED 52" u 38.75" 5411 54" 38.75" rr LH ADJACENT 0 2 2 0 RH ADJACENT BACKWALL 0 FA Hk—L . r-� i. fnt Ft=— 'I I - 'INSIDE FINISHED 52'; ' . . . ° INSIDE FINISHED 52 Mi 511 36" DOOR INSIDE FINISHED 52" OUTHEAST ELEVATOR, INC 772-461-0030 CONCRETE BLOCK RAIL WALL FILL ALL CELLS SOLID TOP TO BOTTOM FOOD FRAMED RAIL WALL START AT RAIL WALL CENTER LINE WITH FIRST STUD AND WORK OUT FROM THERE B" ON CENTER, BOTH DIRECTIONS. STUDS NEED TO BE IN -LINE BOTTOM TO TOP OF WALL, USE PLUMB BOB OR LASER FOR ALIGNMENT 2" X 4" MIN. STUD - DOOR SETTINGS LH SHOWN DRAWING IS FOR CODE COMPLIANT DOOR 314" PLYWOOD DIRECTLY ON SETTINGS. SEE PAGE 1 FOR CORRECT OOD STUDS FROM TOP TO BOTTOM DOOR SWINGS AND OFFSET DIMENSION OF RAIL WALL ONLY, NAILED OR SCREWED EVERY 8" TO 8" ELEVATOR 4'--� 4' 4' PLYWOOD FULL WIDTH OF RAIL WALL DISTANCE NOT TO EXCEED 5" DISTANCE NOT TO EXCEED 3" MAX. 21 Q MIN. _1 14" FLAT TRIM INSIDE SHAFT - � TYPICAL LANDING DOOR ' NOTE: PAY ATTENTION TO DOOR OFFSET DIMENSION FOR THICKER WALL, DOOR AND JAMB WOULD BE SET TO TYPICAL 31 f2" STUD WALL WI 1 J2" DRYWALL SOUTHEAST ELEVATOR, INC. 772-461-0030 SHEET S-12 J1 + . R Wolav11��1�i 2a�� 2411 1 5" x 23" PUMP UNIT 24" MINIMUM SPACE REQUIRED 4$" FRONT VIEW 1 � 220V 30AMP WITH NEUTRAL AND DISCONNECT FOR PUMP -MOTOR 2) 11 aV 15AMP WITH DISCONNECT FOR CAB LIGHTING PUMP UNIT I 23" X 15" 24" MIN. NOTE: PIPING AND WIRE FROM DISCONNECTS TO CONTROLLER PROVIDED BY ELECTRICIAN I_11 THIS DRAWING SHOWS MINIMUM SPACE REQUIRED FOR THE HYDRAULIC EQUIPMENT AND CONTROLLER. THE EQUIPMENT IS NOT REQUIRED TO HAVE A _ ,, SEPARATE ROOM, IT CAN BE LOCATED IN CLOSETS, GARAGES, UNDER STAIRS, UTILITY ROOMS AND REMOTE UP TO 50 FEET AWAY. -. "SOUTHEAST ELEVATOR, INC. 772-461-0030 PAGE 2 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ■ . ■ ■ ■.M.'s' RE: 23268 - Rasmussen Res MiTek Industries,, Inc. Tam Site Information: TParke East Tampa, FL 33610-4114115 Customer Info: JWN Contracting Project Name: Rasmussen Res Model: Lot/Block: Subdivision: Address: Lot 1063 Nettles Island City: Saint Lucie County State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions)' Design Code: FBC2007/TP12002 Design Program: MiTek.20/20 7.3 Wind Code: ASCE 7-05 Wind Speed: 140 mph Floor Load: 55.0 psf Roof Load: 45.0 psf This package includes 54 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name 14/2/012 Date 118 No. I Seal# Truss Name Date 1 IT4336944 -CJ2 IT4336961 113111 4/2/012 12 I T4336945 I -CJ2D 14/2/012 119 I T4336962 I B12 14/2/012 3 IT4336946 I-CJ3 14/2/012 120 IT4336963 IB1314/2/012 1 14 IT4336947 -CJ4 4/2/012 121 IT4336964 I B14G 14/2/012 1 5 IT4336948 -CJ5 4/21012 122 T4336965 IC01GE 4/2/012 16 I T4336949 I -CHD 46012 123 I T4336966 I CO2 14/2/012 1 17 I T4336950 I ~HJ2 14/2/012 124 I T4336967 I CO3 14/2/012 I 18 I T4336951 I A01 GE 14/2/012 125 1 T4336968 I C04 14/2/012 1 19 I T4336952 I A02GE 14/2/012 126 I T4336969 I C05 14/2/012 1 110 I T4336953 I B01 G 14/2/012 127 I T4336970 I C06 14/2/012 1 111 IT4336954 I B02 14/2/012 128 I T4336971 I D01GE 14/2/012 I 112 I T4336955 I B03 4/2/012 129 I T4336972 I D02 14/2/012 I 113 I T4336956 I B06 14/2/012 130 I T4336973 I D03 14/2/012 I 114 IT4336957 I B07 14/2/012 131 I T4336974 I D04 14/2/012 115 I T4336958 I B08 14/2/012 132 I T4336975 I E01 G 14/2/012 116 IT4336959 I B09 14/2/012 133 I T4336976 I FL01 14/2/012 117 I T4336960 I B10 14/2/01) 134 I T4336977 I FL02 14/2/012 I The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2013. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-1 Sec. 2. 1 .�� • • C E•N. Al • •.ti9,L�. > ' No 39380 Zoo s 35 S:T E OF FL Cert. 6634 April 2,2012 Albani, Thomas 1 of 2 l RE: 23268 - Rasmussen Res Site Information: Customer Info: JWN Contracting Lot/Block: Address: Lot 1063 Nettles Island City: Saint Lucie County Project Name: Rasmussen Res Model: Subdivision: No. I Seal# Truss Name 14/2/012 Date 35 IT4336978 IFLO3 136 IT4336979 J FL04 14/2/012 1 137 IT4336980 I FL05 14/2/012 138 IT4336981 J FL06 14/2/012 139 IT4336982 I FL07 14/2/012 1 140 IT4336983 J FL08 14/2/012 141 IT4336984 I FL09 14/2/012 142 IT4336985 I FL10 14/2/012 143 IT4336986 I FL11 14/2/012 144 IT4336987 I FL12 14/2/012 1 145 IT4336988 I MV2 14/2/012 1 146 IT4336989 I MV3 14/2/012 1 147 IT4336990 I MV5 14/2/012 1 148 IT4336991 I MV6 14/2/012 149 IT4336992 I MV8 14/2/012 150 IT4336993 I MV29 14/2/012 151 IT4336994 I MV34 14/2/012 152 IT4336995 I MV49 4/2/012 153 IT4336996 I MV64 4/2/012 154 IT4336997 I MV69 14/2/012 State: FL 2 of 2 Job as Truss Truss Type Qty Ply Rasmussen Res T4336944 23268 --CJ2 Jack -Open Truss 1 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 212012 MiTek Industries, Inc. Fri Mar 3015:09:14 2012 Page ID:IVoErS8b6MTbzxtBtazdOMzVnnn-0313bRF_XoKdRxPLduekca_GyhUfrA7Wlbfh27zVj 4 _ 1-2-0 1-2-13 o 7 Seale = 1:7.5 3.00 12 2 m 1 d a 3 la Ia �e 1.50 12 Ae Al 4 3x4 = 2 -4-13 4 0-6.0 0-8-0 1-2-13 0-b-7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.06 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.02 Vert(TL) -0.00 4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a Weight: 8 lb FT = 20% BCDL 10.0 Code FBC20071TPI2007 (Matrix-M) LUMBER BRACING TOP CHORD 2x4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 2-5-4 oc purlins. BOT CHORD 2x4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS All bearings 0-8-0 except (jt=length) 2=Mechanical, 3=Mechanical. (lb) - Max Horz 1=45(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 2, 4 Max Grav All reactions 250 lb or less atjoint(s) 1, 2, 4, 3, 1 FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ,`����� 1 III'r, 5) Refer to girder(s) for truss to truss connections. truss to bearing capable of withstanding 100 lb uplift at joint(s) 1, 2, 4, 1. �� S A. P q� I� 6) Provide mechanical connection (by others) of plate 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. for truss of this component design) is always required.39 ,% � �O • •� G E IV e 8) Warning: Additional permanent and stability bracing system (not part n 380 LOAD CASE(S) Standard * � P Xrr ► •. ATE 4 •. N A%����� FL Cert. 6634 April 2,20 2 ®WARNING - Vcr & design parametcra and READ NOTES ON THIS AND INCLUDED MI7VKREFERENCEPAGE JUI-7473 BEFORE USE. �-; f• Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown � is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporuibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrBerla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. If Southern Pinen(SP orl SPp)flumber N specified, the des gn values are those effective 0610112012 byALSC or proposed by SPIB. Tampa, Ft 33610•4115 Job Truss Truss Type City Ply Rasmussen Res ■ T4336945 23268 —CJ2D Jack -Open Truss 1 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 212012 MiTek Industries, Inc. Fri Mar 3015:09:16 2012 Page ID:IVoErS8b6MTbzxtBtazdDMzVnnn-ySQgO7HF3PaLgFZjlJhCh73bZUAZx3VpDv8o7OzVjc 1-3_5 2-7 2 i 1-3-5 1-3-14 • Scale = 1: 10.0 2 3 4.76 12 N 1 5 4 N L----- QO ]6 6 2X4 0• Qo 1.30 12 6 3x4 = 0-6-4 1-3-5 2-7-2 0-6.4 0-9-0 1-3.14 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.05 Vert(LL) 0.00 7 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.06 Vert(TL) 0.00 7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC20071TP12007 (Matrix-M) Weight: 8 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc purlins. BOT CHORD 2x4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer stallatio uide REACTIONS All bearings 0-8-13 except Qt=length) 2=Mechanical, 5=Mechanical. (lb) - Max Horz 1=77(LC 8) Refer to MiTek "TOE -NAIL" Detail for connection to Max Uplift All uplift 100 lb or less atjoint(s) 1, 6, 2 supporting carrier truss (typ all applicable jacks on this job) Max Grav All reactions 250 lb or less atjoint(s) 1, 6, 2, 5, 1 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=oft; Cat. ll; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ,%t f f 11 f 111111', 5) Refer to girder(s) for truss to truss connections. 6) Provide (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 6, 2, 1. `�-^ S A, P• . • . '9�e I� mechanical connection "Semi in the design of this truss. ,�1 `V , • • • �j� E N 7) -rigid pitchbreaks including heels" Member end fixity model was used analysis and ,�% %O • • G S '9 V ���e• 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. : •• • 0 3938 LOAD CASE(S) Standard * : �7 •fx ' ATE ' 44/ Z ,N .. 4 0 � NA A; ,111111 t • FL Cert. 6634 April2,20 2 ®WARNING - Vcrify dmign pamrnct s =d RPAD NOTES ONTWISAND INCLUDED IUMICRGFSRENCSPAGE MI.7472 BRrORB US& '.;-• Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown 9V_"I is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 181 N. Lee Street, Suite 312, Alexandria, VA 22314. It Southern Rine (SP or SPp) lumber is specified, the design values are those effective'0610112012 by ALSC or proposed by SPIEL Tampa, FL 33610.4115 Job Truss Truss Type Qty ResT4336946 23268 —CJ3 Jack -Open Truss 1 �ly7Rasmussen b Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 212012 MiTek Industries, Inc. Fri Mar 3015:09:17 2012 Page ID:IVoErS8b6MTbzxtBlazdOMzVnnn-Qe_CETHtgjiCl0BvJ1 CRECckVuVTgWIzRZuLfSzVjc 2 _ 1-2-0 2.4-11 0-i1-7 Scale = 1:9.0 2 3.00 12 0 d 3 1 lit Id 11 Q° 1.50 12 Q° Q° 4 3x4 = O 6 0 1-2-0 3-6-11 g_g_p 3x4 -D-8-0 2-4-11 0-i)-7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.17 Vert(LL) -0.00 3-4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.00 3-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2007rrP12007 (Matrix-M) Weight: 11 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 3-7-2 oc purlins. BOT CHORD 2x4 SYP No.3 BOT CHORD Rigid 'ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer nstallation uide REACTIONS All bearings 0-8-0 except (jt=length) 2=Mechanical, 3=Mechanical. (lb) - Max Horz 1=67(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 2, 4 Max Grav All reactions 250 lb or less at joint(s) 1, 2, 4, 3, 1 FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. ,11111111111 j111�� 5) Refer to girder(s) for truss to truss connections. of truss to bearing Capable of withstanding 100 lb uplift at joint(s) 1, 2, 4, 1.�P`• S A • , 6) Provide mechanical connection (by others) plate 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. , ,�� �� ,•'\ E N S •' y ��, F•�•, 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. : �r /^ •••:3 LOAD CASE(S) Standard 39380 * •fir � � �- • . ATE ' W • . � • FL Cert. 6634 April2,20 2 ®WARMNG- Verify design parameters and READ NOTIES ONTAISANDINCLUDKI)WTEKREFERENCEPAGEk9II-7473BEPOREUSF_ '-;�• . Design valid for use only with MBek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown C Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity, of the iw iTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 byALSC or proposed by SPIB. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Rasmussen Res � T4336947 23268 -CJ4 Jack -Open Truss 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 212012 MiTek Industries, Inc. Fri Mar 30 15:09:18 2012 Page ID:IVoErS8b6MTbzxtBtazdOMzVnnn-vgYaRplVb1 g3wYj6skjgmQ9sg Iql Pz76gDduBvzVjc 0 1_2_0 3-6-9 0- 7 Scale = 1:10.4 2 3.00 12 3 1 �w a 1.50 F12 0° Q° 4 3x4 = 4 t2-0 4-8-9 _ 4-6 O i--'z 0-6-0 0-8-0 3-6-9 0-b-7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.01 3-4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.19 Vert(TL) -0.02 3-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC20071TP12007 (Matrix-M) Weight: 15 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 4-9-0 oc purlins. BOT CHORD 2x4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS All bearings 0-8-0 except (jt=length) 2=Mechanical, 3=Mechanical. (lb) - Max Hors 1=89(LC 4) Max Uplift All uplift 100 lb or less at joirit(s) 1, 4 except 2=102(LC 4) Max Grav All reactions 250 lb or less atjoint(s) 1, 2, 4, 3, 1 FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11%1111111111'r 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4, 1 except Qt=lb) P 2=102. 7) "Semi including heels" Member end fixity model was used in the analysis and design of this truss. ��ENS'-. E /V �� CC ��• ` -rigid pitchbreaks 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. `���.'� • a 39380 * j LOAD CASE(S) Standard :• ' ::- AT EXN -.40 .,ASS N AII /� lilt r FL Cert. 6634 April2,20 2 ® LVdRMNG - Vcrify design panwnetcra and READ NOIRE ONTAISAM INCLUDED t19M8KRCFGREN+CE PAGEMI.7473 BEFORE USE, SLAW. Design valid for use only with MTek connectors. This design is based only upon parametersshown, and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown -•�g Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the M iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Critefla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06101012 by ALSC or proposed by SPIS. Tampa, FL 33610-4115 Job Truss Truss Type City Ply Rasmussen Res T4336948 26 238 -CJ5 Jack -Open Truss 1 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 212012 MiTek Industries, Inc. Fri Mar 30 15:09:19 2012 Page I D:IVoErS8b6MTbzxtBtazdOMzVnnn-N16ye9J7MKywXil IQSEvJdh_wi6m8QFFvlNSkLzVjc 13 1-2-0 4-B-6 • Scale = 1:12.9 2 3.00 12 N 3 1 O d Q° 1.50 12 4 3x4 = 4 3x4 = i 0 1-2-0 5-10-6 5-10r13 0.60 �0.8-0 4-8-6 O-Um7 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) -0.03 3-4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.07 3-4 >778 180 BCLL 0.0 ' Rep Stress Incr YES W3 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC20071TP12007 (Matrix-M) Weight: 18 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 5-10-13 oc purlins. BOT CHORD 2x4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS All bearings 0-8-0 except O=length) 2=Mechanical, 3=Mechanical. (lb) - Max Horz1=111(LC 4) Max Uplift All uplift 100 lb or less atjoint(s) 1 except 2=129(LC 4), 4=161(LC 4) Max Grav All reactions 250lb or less atjoint(s) 1, 2, 4, 3, 1 FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; 8=45ft; L=24ft; eave=oft; Cat. ll; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. `,11111111111 r 5) Refer to girder(s) for truss to truss connections. `�� S A, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 OD lb uplift at joint(s) 1, 1 except Qt=lb) 2=129 �� P 4=161. ,�,� •'�GENS'' q �. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. : 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 39 3 80 LOAD CASE(S) Standard ATE . 0 y• .•,R, v' ,� ��p 8. N A\- ��,,,, llun11t11 • FL Cert. 6634 April2,20 2 ®WARMNG-VctP&designpa cfcrs ound PMD NOTES ON MIS AM INCLUDED INTSKREFEIZENCS PAGE Iffl-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown j�i,�• is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Soutbem Pine (SP or SPp) lumber is specified, the design values are those effective 06101120112 by ALSC or proposed by SP18. Tampa, FL 33610-4115 Job Truss Truss Type Qly Ply Rasmussen Res T4336949 23Ai8 -CJ7D Half Hip Truss 1 1 ob Re ere ce a tional East Coast Truss, Fort Pierce, FL. 34946 7.340 s Feb 24 2012 MiTek Industries, Inc. Mon Apr 02 08:38:17 2012 Page 1 I D:IV oErS Bb6MTbzxlBtazdOMzVnnn-U oFFjx8nnwjTAornBgZOE GF7i6C2yLtgm 33gkczUg34 1-3-5 54-2 7-2-9 1-3-5 4-0-13 1-10-7 ' 4x4 = Scale = 1:17.5 3x6 I I 2 3 4 .. 4.76 12 Lj O N 6 5 1 O 3x4 al d d d1 6' o' 1' p• 1.30 12 3x4 = 73x4 = 4 1-3-5 5-4-2 7-2-9 ___7- 0-6-4 0-9-0 4-0-13 1-10-7 Ell ;5 0-0-12 Plate Offsets '0- - - -8 LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) -0.02 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.06 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2007lrP12007 (Matrix-M) Weight: 27 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SYP No.2 end verticals. . i WEBS 2x4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Mi rek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 0-8-13 except Qt=length) 4=Mechanical, 5=Mechanical. (lb) - Max Horz 1=173(LC 5) Max Uplift All uplift 100lb or less atjoint(s) 1, 4 except 7=161(LC 8), 5=-140(LC 5) Max Grav All reactions 250 lb or less at joint(s) 1, 7, 5, 1 except 4=331(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-304/157, 3-6=44/340 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. %%J11111111'' 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �♦ �\�`` • •' �i ••�•� E N,3 will fit between the bottom chord and any other members. ♦♦ �,•.�,\G ���� 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4, 1 except Qt=lb) 943 --- 7=161, 5=140. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.{� A: LOAD CASE(S) Standard 0 .�. ��; FL Cert. 6634 April 2,2012 ®WARMNG-Vcrifyd®igaparamct. dRE9DNOTESONnUSAND INCLUDEDf-=KREFERR=BPAGnml-7473EEFORSuse. es,gn Voila Tor use only with Milekconnectors. Thts design Is Based only upon parameters shown, and a tor an individual bu, ing component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown •� r=; is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the iwiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-8? and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, .181 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine (SP or Splumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPIB. Tampa, FL 33610-4115 Job � Truss Truss Type Qly Ply Rasmussen Res T4336950 23268 -HJ2 Diagonal Hip Girder 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 212012 MiTek Industries, Inc. Fri Mar 30 15:09:212012 Page I D:IVoErS 8b6MTbzxtBtazdOMzVnnn-J PDj 3rKN uyDenORhYsGN02nSkVlycKkYMB sYoDzVj 1-9-2 1-9-2 • 2.60 Fi2 Scale = 1:6.3 2 r 1 N dt d n' � 16 d Qo 3 Qo Qo Qo 3x4 = 0-7-2 1-3-12 0-7-2 o-e-s LOADING (pst) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.03 Vert(LL) 0.00 8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.05 Vert(TL) -0.00 8 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2007/TPI2007 (Matrix-M) Weight: 5 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 1-9-2 oc purlins. BOT CHORD 2x4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS (lb/size) 1=10610-8-9 (min. D-1-8), 3=35/Mechanical Max Horz 1=32(LC 8) Max Uplift 1=70(LC 4). 3=-43(LC 8) Max Grav 1=119(LC 2), 3=39(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Tnis truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. t J%J 5) Refer to girder(s) for truss to truss connections. others) of truss to bearing capable of withstanding 100 lb uplift at joint(s) 1, 3. ��� S A, ♦♦ 6) Provide mechanical connection (by plate 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �� , ' E N S; ' • .� �� 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,♦♦ •• O LOAD CASE(S) Standard * ' ATE • '. T S/Q � N AL %%%' ////n f 11101% FL Cert. 6634 April2,20 2 ® WERMNG • Verify dcslga pa tctcrs aadREAD N07ES ON7WSd6tD INCLUDEDW=KREFERENCEPAGE JUI.7473 BEFORE LSE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown WT—MA is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibiility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine I or SPD) lumber is specified, the design values are those effective 00101/2012 by ALSO or proposed by SPIB. Tampa, FL 33610.4115 Job Truss Truss Type City Ply Rasmussen Res T4336951 23268 A01 GE Special Truss 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 212012 MiTek Industries, Inc. Fri Mar 3015:09:24 2012 Page I D:IVoErS8b6MTbzxtBlazdOMzVnnn-j_vrisNGBIbCeTAGD7g4OhPy_jvSphi7294DPYzVjc i 11_ _1a 22-5-11 _ 11-2-13 11-2-13 • Scale = 1:37.8 4x4 = 6 4.00 12 7 5 4 8 9 3 ' 2 10 11 1 N Iu� In 3x4 = 21 20 19 18 17 16 15 14 13 12 3x4 = 3x4 = 22-6-11 22-5-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLI. 20.0 Plates Increase 1.25 TC 0.09 Vert(LL) n/a n/a 999 MT20 244/190 'TCDL 15.0 Lumber Increase 1.25 BC 0.06 Vert(TL) n/a n/a 999 'BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 11 n/a n/a 6CDL 10.0 Code FBC2007/TPI2007 (Matrix) Weight: 98 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide REACTIONS All bearings 22-5-11. (lb) - Max Horz 1=116(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 1, 11, 20,13 except 18=115(LC 8), 19=121(1_C 8), 21=194(LC 8), 15=115(LC 8), 14=121(LC 8), 12=194(LC 8) Max Grav, All reactions 250 lb or less atjoint(s) 1, 11, 17, 18, 19, 20, 15, 14, 13 except 21=298(LC 19), 12=298(LC 20) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable `11111111111111 End Details as applicable, or consult qualified building designer as per ANSIrrPI 1. 4) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. _1� P n ��, ,�� •�� 5) All plates are 1x4 MT20 unless otherwise indicated. % G•E N S'• 6) Gable requires continuous bottom chord bearing. ����� •• �.�-e,=`� !; 2-0-0 •' �! 7) Gable studs spaced at oc. 0 39380 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * ��� 9) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 11, 20, 13 except Mir (jt=lb) 18=115, 19=121, 21=194, 15=115, 14=121, 12=194. ATE F • 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �'O •, 12) tiVarning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.4 O LOAD CASE(S) Standard N A1- ��` 111111.1111111t FL Cert. 6634 April2,20 2 ® WARNING - Verify design parameters sad READ NOTES ON 7VIS AM INCLUDED It1 MKR67EREMCB PAGE 1101.74" BEFORE USE. '-;�• Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. •-� Applicability of design parameters and proper incorporation of component 8 responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 byALSC or proposed by SPIB. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Rasmussen Res 0 T4336952 23268 A02GE Special Truss 1 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 212012 MiTek Industries, Inc. Fri Mar 30 15:09:26 2012 Page ID:IVoErS8b6MTbzxlBlazdOMzVnnn-gN1 c7Y0WjUnMnKeKQsY56UIU WawHbBHWTZJTRzVjcN 11-2-13 22-5-11 � 11-2-13 11-2-13 Scale = 1:37.8 4x4 = 6 4.00 12 7 5 1 4 8 9 0 3 10 2 11 1 la 3x4 = 21 20 19 18 17 16 15 14 13 12 3x4 = 3x4 = 22-5-11 22-5-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.09 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.06 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 11 n/a n/a BCDL 10.0 Code FBC2007/TP12007 (Matrix) Weight: 98 lb FT = 20% LUMBER BRACING TOP. CHORD 2x4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ggide. REACTIONS All bearings 22-5-11. (lb) - Max Horz 1=116(LC 6) Max Uplift All uplift 100 lb or less atjoint(s) 1, 11, 20,13 except 18=115(LC 8), 19=-121(LC 8), 21=-194(LC 8), 15=115(LC 8), 14=121(LC 8), 12=194(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 1, 11, 17, 18, 19, 20, 15, 14, 13 except 21=298(LC 19), 12=298(LC 20) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable ,`11111111111!!! End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. `��_pPS A 4) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. �e !� 5) All plates are 1x4 MT20 unless otherwise indicated. , •' G E /V s+ �• 9A��� `� 6) Gable requires continuous bottom chord bearing. A, V --'F ;•., /� 7) Gable studs spaced at 2-0-0 oc. = Oj� 3 9 live loads. 380 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other �� 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit bottom between the chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 11, 20, 13 except �• (jt=lb) 18=115, 19=121, 21=194, 15=115, 14=121, 12=194. " ATE .' 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O', (V 12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.•� �t`� O R LOAD CASE(S) Standard ,,�i� ss , • • "' \ ���, N A1 FL Cert. 6634 April 2,20 2 .I ®WARNING -Verify designparametcmand READNOTES ONIMSAAEDMCLUDED11=KREFERENCEPAGE le17I.7473BEFOREUSE. *.;`• Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. �— Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Jay" is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding , fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 14 Lee Sueel, Suite 312, Alexandria, VA 22314. If Southern Pine ISP or SPp) lumber is specified, the design values are those effective 0610112012 byALSC or proposed by SPIEL Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply [RaslmussenRes�T4336953 23268 B01 G Special Truss 1 2berence o tional East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 212012 MiTek Industries, Inc. Fri Mar 3015:09:29 2012 Page ID:PWpFLOLMzjLVQRr5COY dgzVmN8-4yiklaRP?PDVkE2DOYQFjk6eLkSgUpBkCRo_4mzVjc 1 2-0 11-0-0 i 20-10-0 22-D-0 1-2-0 9-10-0 9.10-0 1-2-0 Scale = 1:36.2 4x4 = 3.00 12 3 3x4 3x4 2 4 19 d 3x10 = 7 3x10 = 22 B 21 WO 8 II II 23 5 N Ia� 20 2x4 2x4 d e e e e 24 e e d e 1.50 12 22-0-0 -6-0 0-B-0 9-10-p 8-10-0 0-8-0 0 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.82 Vert(LL) 0.60 6-7 >441 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.89 6-7 >297 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.61 Horz(TL) 0.31 5 n/a n/a BCDL 10.0 Code FBC2007/rP12007 (Matrix-M) Weight: 196 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc purlins. BOT CHORD 2x6 SYP SS BOT CHORD Rigid ceiling directly applied or 7-1-12 oc bracing. WEBS 2x4 SYP No.3 REACTIONS (lb/size) 1=1594/0-8-0 (min. 0-1-8), 5=2718/0-8-0 (min. 0-1-13) Max Horz 1=72(LC 6) Max Uplift 1 =-1 077(LC 8), 5=1771(LC 8) Max Grav 1=1797(LC 2), 5=3065(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=4149/2466, 1-19=9022/5458, 2-19=8952/5456, 2-3=-8361/5016, 3-4=-8365/5018, 4-5=-10841 /6371 BOT CHORD 1-9=-2673/4516, 1-20=5218/8731, 8-20=5214/8742, 8-21=5214/8737, 7-21=5255/8796, 7-22=-6150/10604, 6-22=6106/10529, 6-23=-6160/10631, 5-23=6106/10528, 5-24=-3800/6602 WEBS 3-7=-2276/3806, 4-6=458/907, 2-7=726/600, 4-7=-2565/1529 NOTES 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: 111l11',,, Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc, `t ��� IV1111 % A PS Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. ...... e ENS •• • 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASES) section. Ply to ply `� �.' �\ �C` •, /f ^'.� C �� connections have been provided to distribute only loads noted as (F) or.(B), unless otherwise indicated. loads have been for this design. ---"" T6 39380_ * - 11 3) Unbalanced roof live considered •- 4) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. •. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ATE 44/ Z 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit .. between the bottom chord and any other members. B) Bearing at joint(s) 1, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity �• R 1 Q Q;•' ��`� ��j��A ' of bearing surface. truss to bearing capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=1077, �j� lssl ....... �/O 9) mechanical connection (by others) of plate N A- � Sr 1771 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 1 1),Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 91 Ib down and 150 Ib up at 4-5-15 on top chord, and 34 Ill down and 9 lb up at 4-5-15, 431 lb down and 345 lb up at 8-5-15, 580 lb down and 378 lb up at 12-5-15, and FL Cert. 6634 790 lb down and 461 lb up at 16.5-15, and 1012 lb down and 590 Ill up at 20-5-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. April 2,20 2 12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. WARNING • Verify deaiga p.let. dREAD NOTES ONTHISAND INCLUDED WTBKREFERENCSPdGRMU-7473 BEFORE USE. �.'�• Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ^•„1, MEraa Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MiTek• fabricalion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. If Southern Pine ISP or SPp) lumber is specified, the design values are chose effective 0610112012 by ALSC or proposed by SPIS. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Rasmussen Res T4336954 2318 B02 Special Truss 3 1 job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.340 aFeb 24 2012 MiTek Industries, Inc. Mon Apr 02 08:40:15 2012 Pagel ID:IVoErS8b6MTbzxtBlezdOMzVnnn-1VNrUHZo_AakKxtT6ShgO885lhlscdhCvPewtmzUglE 6-8-0 11-0.0 15-4-0 , _ 22-0-0 _ 6-8-0 4-4-0 6-8-0 _ Scale = 1:35.1 46 = jI 3.00 12 3 3x4 = 3x4 = 2 4 7 5 6 7x8 = j f e e 3x8 II e e 3x8 II e e 4x8 = 1.50 12 3x8 22-0-0 Plate Offsets (X.Y)7 -0 0-0-9 -0 •0- - - - 5' - -9 - -8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) 0.55 7 >468 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.90 7-15 >288 180 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.32 5 n/a n/a BCDL 10.0 Code FBC2007lrPI2007 (Matrix-M) Weight: 86 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SYP No.1 TOP CHORD Structural wood sheathing directly applied or 2-7-3 oc purlins. BOT CHORD 2x4 SYP No.1 BOT CHORD Rigid ceiling directly applied or 4-4-1 oc bracing. WEBS 2x4 SYP No.3 Mrrek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SYP No.3 Installation uide. REACTIONS (lb/size) 1=88710-8-0 (min. 0-1-8), 5=870/0-8-0 (min. 0-1-8) Max Horz 1=73(1_C 6) Max Uplift 1=539(LC 8), 5=-557(LC 8) Max Grav 1=998(LC 2), 5=980(LC 2) rORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-2086/1120, 1-2=-4164/2292, 2-3=-3420/1788, 3-4=3416/1785, 4-5=4105/2295 BOT CHORD 1-8=-1036/1952, 1-7=-2140/4053, 5-7=-2146/3952 WEBS 3-7=-543/1230, 4-7=780/693, 2-7=867/666 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; A. �I� MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 include for multiple concurrent live loads. ���•� p S A� • • • • e �I� 3) This truss has been designed for basic load combinations, which cases with reductions bottom live load with any other live loads. ,� O� ,. •' • Ci E N $ �' '9 �� 4) This truss has been designed for a 10.0 psf chord nonconcurrent tall by 2-0-0 �� A,: • �'. �� ! 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 wide _ may^-�_• will fit between the bottom chord and any other members. 6) Bearing at joint(s) 1, 5 considers parallel to grain value using ANSIIrPI 1 angle to grain formula. Building designer should verify * ''-~• / s capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except O=lb) 1=539, 5=557. ► : {� 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ATE • 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 1.0 LOAD CASE(S) Standard 0 ��j� •• < R •• C?\ �% .,ASS % N IQ It FL Cert. 6634 April 2,2012 ®WARNING-V.,P&deignpananset.andREADN07PSON773ISANDINCLUDED 1MMKREPERENCEPAGE MII.7473BEFOREUSE. es,gn valid or use on7wUlTIViTe-Icconneclors. ME design a based any upon parameters shown, and is for an individual bu, ing component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown t7t7 &VMS is for lateral support of individual web members onty. Additional temporary bracing to Insure stability during construction is the responsibillity of the iTek' erector. Additional permanent bracing of the overall structure u the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine ISP or SPp) lumber is specified, the design values arethose effective 0610112012 byALSC or proposed by SPIS. Tampa, FL 33610.4115 I Job Truss Truss Type Qty7plyy�Rasmussen Res T4336955 23268 B03 Special Truss 3 Job Refe a ce o do a East Coast Truss, Fort Pierce, FL. 34946 7.340 s Feb 24 2012 MiTek Industries, Inc. Mon Apr 02 08:41:02 2012 Page 1 ID:NoErS8b6MTbzxlBtazdOMzVnnn-9YjdLM8HwcV3T9zVMg1 iQ2aADdOp6tA6jDXv0YzUgOV 6-8-0 10-3-12 13-11-8 20-7-8 6-M 3-7-12 3-7-12 6-8-0 Scale = 1:34.0 4x4 = 3.00 12 3 2x4 = 2x4 2 4- 6 5 1 6x8 II d d axe II 3x8 3x8 II 3x8 11 4x8 1.50 12 4x8 = 10-3-12 20-7-8 10-3-12 10-3-12 Plate 0- - •0-3-0 •0 - - - 5' - 0 - 70 -01570-2-4.2-1-111 LOADING (psf) SPACING 2-0-0 CSI DEFL in ([cc) Vdefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) 0.45 6 >545 240 MT20 2441190 ,TCDL 15.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.74 6-12 >335 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.40 Horz(TL) 0.26 5 n/a n/a BCDL 10.0 Code FBC20071TP12007 (Matrix-M) Weight: 83 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-9 cc purlins. BOT CHORD 2x4 SYP No.1 BOT CHORD Rigid ceiling directly applied or 4-6-11 cc bracing. WEBS 2x4 SYP No.3 ek recommends that Stabilizers and required cross bracing WEDGE during truss erection, in accordance with Stabilizer Fbinstalled Left: 2x4 SYP No.3, Right: 2x4 SYP No.3 allation guide. REACTIONS (lb/size) 1=825/0-5-12 (min. 0-1-8), 5=825/0-5-12 (min. 0-1-8) Max Horz 1=67(LC 7) Max Uplift 1=502(1_C 8), 5=502(LC 8) Max Grav, 1=928(LC 2), 5=928(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3935/2174, 2-3=-3281/1742, 3-4=-3281/1742, 4-5=3935/2174 BOT CHORD 1-6=-2035/3825, 5-6=-2035/3825 WEBS 3-6=-588/1260, 4-6=751/592, 2-6=751/583 NOTES 1) Unbalanced roof live loads have been considered for this design. Exp C; �� �� 'lf�i 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=oft; Cat. 11; enclosed; ,t11 A. MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 include for multiple concurrent live loads. ,-p P,S • • • 3) This truss has been designed for basic load combinations, which cases with reductions `� 0\V, , .. E N s '• y 4)'Ciis truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� .•'\0 ,x, ' • �'. �C�- 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ; the bottom members. NV-3 ••,►' will fit between chord and any other 6) Bearing at joint(s) 1, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify k capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) �- 1=502, 5=502. ' ;4 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. AT Ek-Z 9)Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LCAD CASE(S) Standard NA FL Cert. 6634 April 2,2012 AWARMNG - Verifij design paramcictm and READ MILES ON 2WSAHD INCLUDED D=KREFERENCEPAGE MU-7478 BEFORE USS, esign valia Tor use onry wun MiTekconnectors. This design is based only upon parameters shown, an is or an inn ua ui ing component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ��� -.his is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiTek• erector. Additional permanent bracing of the overall structure b the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/iPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 711 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 45l01l2012 by ALSC ar proposed by SPiB Tampa, FL 33610.4115 Job Truss Truss Type 7QtyPly Rasmussen ResT4336956 23268 BO6 Special Truss 1 Job Reference o lariat East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 212012 MiTek Industries, Inc. Fri Mar 30 15:09:34 2012 Page 1 D:1 VoErS 8b6 MTbzxtBlazdOMzV nnn-RvWdoH VXgxrnrOxBo5?QQopXal56937TLiV ImzzVjc 6-11-11 6-8-3 6-11-11 Scale = 1:35.2 r 3x4 = 3x4 = 3x4 = Us= 3x6 = 1 9 2 10 11 3 4 12 5 7 N 5x8 = N 6 8 6x6 = 6x6 = 1.5o 12 10-3-12 20-7-8 10-3-12 10-3-12 Plate Offsets X Y : 5:Ed a 0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) 0.35 7 >705 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.96 6-7 >254 180 BCLL, 0.0 ' Rep Stress Incr YES WB 0.69 Horz(TL) 0.21 6 n/a n/a BCDL 10.0 Code FBC2007/TPI2007 (Matrix-M) Weight: 100 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-3 oc purlins, except BOT CHORD 2x4 SYP No.2 end verticals. WEBS 2x4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 2-8, 4-6 with 2x4 SYP No.3 with 2 - 10d (0.131"x3") nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer a tali u'de REACTIONS (lb/size) 8=813/0-5-12 (min. 0-1-8), 6=813/0-5-12 (min. 0-1-8) Max Horz 8=227(LC 5) Max Uplift8=616(LC 4), 6=-616(LC 5) Max Grav 8=915(LC 2), 6=915(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-3283/1922, 10-11=3283/1922, 3-11=3283/1922, 34=3283/1922 BOT CHORD 7-8=-1558/2376, 6-7=-1721/2376 ,1v��1 �llllll WEBS 2-8=-2424/1625, 2-7=-523/1080, 4-7=-417/1080, 4-6=2424/1735 ,`�� 0�.•,.....,,� NOTES'�G 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; �y !; MWFRS (all. heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 : rd 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. ` * O 39380 r 3) Provide adequate drainage to prevent water ponding. r 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit •: ix Z between the bottom chord and any other members. r 6) Bearing at joint(s) 8, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity �'O •,• , ATE ; of bearing surface.'•'�� Q;•' \_``� .7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ill uplift at joint(s) except (jt=lb) 8=616, �� �s OR � 6=516. I�,, S/ • • • �� ,, 9)1Vaming:Id pitchbreaks Additional permanuding heels" Member ent and stability bracingfor truss system (not part of this fixity model was used in the oomponeysis andM delsign) i n of his truss. always required. ��lll� Nfit A; LOAD CASE(S) Standard FL Cert. 6634 April2,20 2 ® wAmNG - Verify dcaigri pararnder a a.dREdD N077:s ON 7YAs AM INCLUDED MPTSRRSFERENG8 PAGB Pd/1.7473 BF.FORS Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for an individual building component. C Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown �����• is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the i V �AY iTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-B9 and BCSI Building Component - 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSO or proposed by SPI5. Job Truss Truss Type Oty Ply FRasmussen Res T4336957 23268 B07 Special Truss 1 1 ference o tional East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 21 2012 MiTek Industries, Inc. Fri Mar 30 15:09:36 2012 Page I D:I VoErS8b6 MTbzxtBtazdOMzVnn n-N I dO DzWoMZ6V4J5ZwW2uV D utKYond_gm p0_rgszVjc 6-11-11 6-8-3 6-11-11 • Scale = 1:35.3 3x4 11 3x4 = 3x4 I I 3x4 = 3x4 = 1 9 2 10 11 3 4 12 5 7 N 5x8 = N 6 8 US= 1.50 12 6x6 = 10-3-12 20-7-8 10-3-12 10-3-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) -0.32 6-7 >765 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.85 6-7 >286 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.56 Horz(TL) 0.13 6 n/a n/a BCDL 10.0 Code FBC2007/TPI2007 (Matrix-M) Weight: 104 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-10 oc purlins, except BOT CHORD 2x4 SYP No.2 end verticals. WEBS 2x4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 5-3-4 oc bracing. WEBS 1 Row at midpt 2-8, 4-6 with 2x4 SYP No.3 with 2 - 10d (0.131"x3") nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 8=813/0-5-12 (min. 0-1-8), 6=813/0-5-12 (min. 0-1-8) Max Horz 8=284(LC 4) Max Uplift8=625(LC 4), 6=625(LC 5) Max Grav 8=915(LC 2), 6=915(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-10=2243/1334, 10-11=2243/1334, 3-1.1=2243/1334, 3-4=2243/1334 BOT CHORD 7-8=-1224/1755, 6-7=-1325/1755 4-7=205/693, 4-6=-1854/1360 WEBS 2-8=-1854/1254, 2-7=-294/693, tt111111111111 ����PS• A q�♦,,��, NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; ��� •'•�G E N S •000 MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 N. live loads. •�--7t� 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent 0 39380 3) Provide adequate drainage to prevent water ponding. .`. * 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ;• _ 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. xx Z 6) Bearing at joint(s) 8, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity �, ATE : �• of bearing surface. ♦ 0 �� � 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=625, 0, P,,• `�� R `Q 13.7625. ......`� � 8)' Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,00♦ SS ` % 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ♦N Ali - LOAD CASE(S) Standard FL Cert. 6634 April 2,201 ® WARMNG -Verify design panamctcrs and RFA NO T7;S dN 7EIS AND INCLUDED F19TEKREPERENW PAGE Atli-7473 BEFORE USE, 1I7•R' Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. �b Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding iabrication, quality control, storage, delivery, erection and bracing, consult ANSI/7911 quality Uterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. specified,thedesignvaluasareth seeffective0614112012byALSCarproposedbySPIB, Tampa, FL33610-4115 lumberisPlate 1fSoothernPineISPorSPp) from Job Truss Truss Type City PIy Rasmussen Res T4336958 23268 B08 Special Truss , 1 1 Job Reference o tional ' East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 21 2012 MiTek Industries, Inc. Fri Mar 3015:09:37 2012 Page ID:IVoErS8b6MTbzxtBtazdOMzVnnn-rUBmQJXQ7sEMiTglUDZ72QR3ly9dMSzv2gkPMIzV c i 6 N 11 3 __20-7-8 _ 6-11-11 6-8.3 6-11-11 Scale = 1:35.5 -• 3x4 ll 3x4 = 3x4 = 3x4 = 3x4 II 1 9 2 10 11 3 4 12 5 7 N 5x8 — N 6 8 6x6 = 1.50 12 6x6 = 10-3-12 20-7-8 10-3-12 10-3-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) -0.31 6-7 >777 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.82 Veri(TL) -0.82 6-7 >298 180 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.09 6 n/a n/a BCDL 10.0 Code FBC2007rrP12007 (Matrix-M) Weight: 108 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-5 oc purlins, except BOT CHORD 2x4 SYP No.2 end verticals. WEBS 2x4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 5-9-3 oc bracing. WEBS 1 Row at midpt 2-8, 4-6 with 2x4 SYP No.3 with 2 - 10d (0.131 "x3") nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 8=813/0-5-12 (min. 0-1-8), 6=81310-5-12 (min. 0-1-8) Max Horz 8=337(LC 6) Max Uplift8=634(LC 4), 6=634(LC 5) Max Grav 8=915(LC 2), 6=915(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-1 0=1 726/1041, 10-11 =-1 726/1041, 3-11 =-1 726/1041, 34=1726/1041 BOT CHORD 7-8=-1050/1410, 6-7=-1112/1407 WEBS 2-8=-1543/1057, 2-7=-200/534, 4-7=119/534, 4-6=1543/1162 11111111I I f j NOTES `� •• • '9 �j10 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; e���� , •'� G E N,9 MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 —••'• 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. d'0 39380 to 3) Provide adequate drainage prevent water ponding. ,4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' -this truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit = — between the bottom chord and any other members.) • _ ;f� 6) Bearing at joint(s) 8, 6 considers parallel to grain value using ANSIIrPI 1 angle to grain formula. Building designer should verify capacity ATE of bearing surface. 100 lb at joint(s) except (jt=lb) 8=634, �t`� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding uplift ��,�'.• O P •• \_``� R .=634. 0 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. this design) is always required. 9) Warning: Additional permanent and stability bracing for truss system (not part of component '�lllllllllll`, LOAD CASE(S) Standard • FL Cert. 6634 law April 2,20 2 ®WAPJUNG-Verifgdmignparamctcna ndRFADNO7ESON77USAADINCLtXW11=KREPERENCEPAGE MIl-7473EEPOR&USB. '-;�• Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown i��n=;� Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the iTek' MiTek* erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guldonce regarding I fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine {SP or SPp}lumber is specified, the design values are those effective 0610112012 byALSC or proposed by SPIS. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Rasmussen Res T4336959 23268 B09 Special Truss 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 21 2012 MiTek Industries, Inc. Fri Mar 3015:09:39 2012 Page ID:lVoErS8b6MTbzxtBtazdDMzVnnn-ntJWr?YgfUU4xnp8bebb7rVVPdmpdqLfCV—DVRBZVjcp 6-111'I 13.7-33 _ 20.7-8 I 6-8-3 6-11-11 Scale = 1:35.3 -' 3x4 11 3x4 = 3x4 3x4 = 3x4 I l 1 9 2 10 11 3 4 12 5 7 N 5x8 = N 8 6 1.50 12 6x6 = 6x6 = 10.3-12 20-7-8 10-3-12 10-3-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) -0.32 6-7 >768 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.84 6-7 >289 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.55 Horz(TL) 0.12 6 n/a n/a BCDL 10.0 Code FBC2007rfP12007 (Matrix-M) Weight: 105 lb FT = 20% .LUMBER BRACING TOP CHORD 2x4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD 2x4 SYP No.2 end verticals. WEBS 2x4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 5-4-8 oc bracing. WEBS 1 Row at midpt 2-8, 4-6 with 2x4 SYP No.3 with 2- 10d (0.131"x3") nails and cross brace spacing of 2D-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 8=81310-5-12 (min. 0-1-8), 6=813/0-5-12 (min. 0-1-8) Max Horz 8=294(LC 5) Max UpliftB=626(LC 4), 6=-626(LC 5) Max Grav 8=915(LC 2), 6=915(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=2121/1264, 10-11=-2121/1264, 3-11=-2121/1264, 34=2121/1264 BOT CHORD 7-8=-1183/1675, 6-7=-127511675 WEBS 2-8=-1782/1208, 2-7=-271/653, 4-7=183/653, 4-6=-1782/1314 ,tj1111111 .%% A PS A NOTES • • • • � ? �I� %% \v , . 1) Wind: ASCE 7-05; 140mph (3 second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; ��� , •� G E N S LL•• MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 : 4•T,?, for live loads. •� 2) This truss has been designed for basic load combinations, which include cases with reductions multiple concurrent O 39380 3) Provide adequate drainage to prevent water ponding. -mac. * 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ; 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit = -• between the bottom chord and any other members. •' 6) Bearing at joint(s) 8, 6 considers parallel to grain value using ANSI/ TPI 1 angle to grain formula. Building designer should verify capacity ATE of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 8=626,4 Q P .• ��`�� Pr=626. O R , 8) Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ` f 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 'pi N A,- ..%% ��1j U 1111 11 ��, LOAD CASE(S) Standard FL Cert. 6634 April2,20 2 AWARNING -VcHkdcaignpa,ictcraand REdDNOTES ONIRIS APMINCLVDROIP 7EKREPERENCEPAGEIND-74"RE-POREVSE, __;�• Design valid for use only with Mrrek connectors. This design Is based only upon parameters shown, and is for an individual building component. C7 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the Welk'erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSI Building Component - 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine )SP or SPp) lumber is specified, the design values are those effective 06/0112012 by ALSC or proposed by SPIB. Tampa,.FL 33610-4115 Job Truss Truss Type Ply Rasmussen Res T4336960 23268 810 Special Truss �Qty 2 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 212012 MiTek Industries, Inc. Fri Mar 3015:09:40 2012 Page ID:IVoErS8b6MTbzxtBtazdOMzVnnn-F3tu3KZIPncxZxOK9M6gg33aS98yZoOLkey3zdzVj . 611 7 i 1 -6.15 2G-7-8 i i 6-7-8 7-0-9 Scale = 1:34.7 3.00 12 4x6 4 4x6 % 5.5o L12 3 2x4 = 0 2 d 3x4 b 5 8 6 a 7x6 — Io 7 1x4 1.50 12 3x8 II 4x8 = 10-3-12 15-3-14 20-7-8 1g-3-12 5-0-2 5-3-10 Plate Offsets X Y : 1:0-1-12 0-2-0 3:0-3-0 Ed a 4:0-3-4 0-1-12 6:0-2-13 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) 0.41 8 >600 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.75 8-15 >330 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.52 Horz(TL) 0.23 6 n/a n/a BCDL 10.0 Code FBC2007/TPI2007 (Matrix-M) Weight: 86 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SYP M 31 "Except' TOP CHORD Structural wood sheathing directly applied or 3-4-15 oc purlins. 4-6: 2x4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-1-8 oc bracing. BOT CHORD 2x4 SYP No.1 MiTek recommends that Stabilizers and required cross bracing be WEBS 2x4 SYP No.3 installed during truss erection, in accordance with Stabilizer WEDGE Installation guide. Left: 2x4 SYP No.3 SLIDER Right 2x4 SYP No.3 1-6-0 REACTIONS (Ib/size) 6=82510-5-12 (min. 0-1-8), 1=825/0-5-12 (min. 0-1-8) Max Harz 1=138(LC 7) Max Uplift6=502(LC 8), 1=-501(LC 8) Max Grav 6=928(LC 2), 1=928(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4009/2286, 2-3=-3035/1549, 34=-2978/1566, 4-5=1896/1018, 5-6=747/202 BOT CHORD 1-8=-2232/3857, 7-8=-766/1605, 6-7=779/1655 WEBS 2-8=-1005/894, 4-8=753/1606 NOTES 1) Unbalanced roof live loads have been considered for this design. B,9 ��i 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; ��� 0�• • Ci E N S • MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ♦ .r 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. • 4) This truss has been designed fare 10.0 psf bottom chord live load nonconcurrent with any other live loads. I f O 39380 : • :��y 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 7i between the bottom chord and any other members. •� 6) Bearing at joint(s) 6, 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity �� of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 6=502, s O .•. AT E = ��j�c� P �• �, 8) "Perri -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. R ,O �iS C • 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. `�\ LOAD CASE(S) Standard FL Cert. 6634 April 2,20 AWARMNG - Verify dcaiya pas,..tcm artdRmn XDTHS ON MIS AM MCLUDED 147TEKRBPER&VCE PAGEhffl-7473 BEFORE USE, -'w• Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. „��� Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality 01ferla, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine )SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPlB. Tampa, FL 33610-4115 Job Truss Truss Type City Ply Rasmussen Res T4336961 23268 B11 Special Truss 1 1 • Job Reference o lional East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 212012 MiTek Industries, Inc. Fri Mar 30 16:09:42 2012 Page I D:IV oErS8b6 MTbzxlBlazdOMzVnnn-C S?tTobYxPsfoEYj Gn911U8s8zgX1 I P eByRA2 WzVjc • 6-8-0 1-1-7 3-6-7 2-8-13 6-6-13 Scale = 1:35.3 1.50 12 4x4 4x4 4 5.50119 3 3.00 12 2x4 = 2 l 3x4 ol 6 8 1 7x6 = 7 3x4 = < N d 1.50 12 3x8 l WO= 10-3-12 11-3-15 14-0-11 20-7-8 10-3-12 1-0-3 2-8-13 6-6.13 Plate Offsets X Y: 1:0-0-3 0-1 4 6:0-4-1 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCL.L 20.0 Plates Increase 1.25 TC 0.81 Vert(LL) 0.41 8 >600 240 MT20 2441190 TCGL 15.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.77 8-11 >321 180 SCLL 0.0 ' Rep Stress Incr YES WB 0.35 Horz(TL) 0.23 6 n/a n/a Weight: 86 Ib FT = 20% BCDL 10.0 Code FBC2007/TPI2007 (Matrix-M) LUMBER BRACING TOP CHORD 2x4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SYP No.1 BOT CHORD Rigid ceiling directly applied or 4-3-14 oc bracing. WEBS 2x4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be WEDGE installed during truss erection, in accordance with Stabilizer Left: 2x4 SYP No.3 Installation uide. SLIDER Right 2x4 SYP No.3 1-6-0 REACTIONS (lb/size) 1=825/0-5-12 (min. 0-1-8), 6=825/0-5-12 (min. 0-1-8) Max Horz 1=120(LC 7) Max Uplift 1 =501 (LC 8), 6=-502(LC 8) Max Grav 1=928(LC 2), 6=928(LC 2) FORCES (jb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3939/2229, 2-3=-3147/1644, 3-4=-1680/1003, 4-5=-1870/1012, 5-6=765/152 BOT CHORD 1-8=-2118/3787, 7-8=-1213/2504, 6-7=-778/1633 WEBS 2-8=-769/720, 3-8=-489/1105, 3-7=1115/602, 4-7=-327/705 NOTES design. 111111111111 11I� 1) Unbalanced roof live loads have been considered for this 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; ��11. S A. �%,-p P q< �� MWFRS heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 p �� �\ : •' • �i �, all (s 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. � LENS'•. q ,� •.' �\ �, �� •• `� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •;-� 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit �.` 0 3 938 0 between the bottom chord and any other members. 6) Bearing at joint(s) 1, 6 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 1=501, : i ` 6=502. ATE • 0 ••• 8) "5ami-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �;�\�' < �. P •• A'91 Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. p R \��� .0 LOAD CASE(S) Standard 10 N A� �� 11.11 111 FL Cert. 6634 April 2,201 ,AWARNLI-Verikdesign.paranrcteraandRFADNOTESON7%ISAIMINCLUDED119738KRErEREMBPAGEMII•7473BI:FORBUSE. '-;`• Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown FNMA is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the designer. For regarding MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building general guidance fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Cdterio, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pina I or Splumber is specified, the design values are those effective 0610V2012 by ALSC or proposed by SPiB. Tampa, FL 33610-4115 Job Truss Truss Type 23268 B12 Special Truss Tly=RasmussernT4336962 (tonal East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 212012 MiTek Industries, Inc. Fri Mar 3016:09:43 2012 Page ID:lVoErS8b6MTbzxt8tazdDMzVnnn-geZlhMcBii-WQ07vqUgXHhh5xNAwm9RnQcBjayzvjcI _ 7-10-5 3-2-6 3-8-15 5-9-14 Scale = 1:35.3 1.50 12 4x4 = I'- 3x4 = 4 5.50 Ill 6x10 - 3.00 12 17 18 3 2 n 3x4 �y 5 6 iIIIo 7 I 1 7x6 = 8 Io I' 5x6 = 3x4 = 0.75 12 3x8 4x8 = 1.50 12 8-D-15 11-0.11 14-9-10 20-7-8 8-0-15 2-11-12 3-8-15 5-9-14 Plate Offsets X Y : 1:0-0-4 0-1-12 2:0-5-0 0-2-13 6:0-4-1 Ed a 8:0-3-8 0-3-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) 0.43 9 >581 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.95 Vert(TL) -0.71 9 >350 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.56 Horz(TL) 0.26 6 n/a n/a Weight: 85 lb FT = 20% BCDL 10.0 Code FBC2007/TP12007 (Matrix-M) LUMBER BRACING TOP CHORD 2x4 SYP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-3-7 oc purlins. 1-2: 2x4 SYP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SYP No.2 MiTek recommends that Stabilizers and required cross bracing be WEBS 2x4 SYP No.3 installed during truss erection, in accordance with Stabilizer WEDGE Installation quide. Left: 2x4 SYP No.3 SLIDER Right 2x4 SYP No.3 1-6-0 'REACTIONS (lb/size) 1=825/0-5.12 (min. 0-1-8), 6=825/0-5-12 (min. 0-1-8) Max Horz 1=92(LC 7) Max Uplift 1 =-505(LC 4), 6=502(LC 8) Max Grav 1=928(LC 2). 6=928(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3803/2032, 2-17=3375/1841, 17-18=-3357/1842, 3-18=-3351/1844, 3-4=-1726/1006, 4-5=-1903/1030, 5-6=-761/249 BOT CHORD 1-9=-1950/3642, 8-9=-1951/3671, 7-8=-1693/3364, 6-7=-807/1667 WEBS 2-9=-73/356,2-8=-393/328,3-8=421/823,3-7=-1848/1020,4-7=319/711 NOTES �pA. 4 P`• • • • <e 1) Unbalanced roof live loads have been considered for this design. ���,��V, h=20ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; enclosed;�\ G EN S �•'� 9jlG�e� 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ��--7; 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 39380 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '� *A�E 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ; iz - 6) Bearing at joint(s) 1, 6 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity �uof •� bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=505, ��, �. Q;•,• ��` 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ��� bracing for truss of this component design) is always required. 9) Warning: Additional permanent and stability system (not part LOAD CASE(S) Standard FL Cert. 6634 April 2,201 ® WARNING - Vcs ifj design narwaefora and READ NOTES ON IRIS AND INCLUDED DQTEKREFF_MVCE PAGE MII.7473 BEFORE USE. -' Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. IIIII Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown �� 6 for lateral support of individual web members any. Additional temporary bracing to Insure stability during construction B the responsibility of the MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabdcation, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality CrBeria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. ISafety Information f SD tbern Pine ISP or from Truss Is (specified, the design values are those effective VA 22314. try ALSC Or proposed by SPIB. Tampa, FL 33610.4115 I Job Truss Truss Type City Ply Rasmussen Res T4336963 23268 B13 Special Truss 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 212012 MiTek Industries, Inc. Fri Mar 3015:09:45 2012 Page ID:IVoErS6b6MTbzxlBlazdOMzVnnn-c1 gn62dREKEEfiHlyvi?N6mQVAgtE314twggeqzV) • -6- 4-7-0 3-10-11 3-10.14 3-4-0 5-3-4 -6- Scale = 1:36.9 -. 1.50 12 4x4 = 3x4 5 6 5.50112 3x4 = 25 3.00 12 24 US = 4 3 3x4 7 89 1 2 10 IId 13 14 d 3x4 = e e e e e e 5x10 MT18H = 4x4 = 6x10 MT18H = 0.75 12 4x8 US 1.50 12 4-7-0 4- - 0 8-5-14 12-4-13 15-8-12 21-0-0 4-7-0 0.- 0 3-8-5 3-10-14 3-4-0 5-3-4 Plate Offsets X Y : 2:0-2-15 0-1-8 8:0-3-0 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) 0.59 12-13 >426 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -0.92 12-13 >273 180 MT18H 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.55 Horz(TL) 0.31 8 n/a n/a BCDL 10.0 Code FBC2007/TPI2007 (Matrix-M) Weight: 90 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-9 oc purlins. BOT CHORD 2x4 SYP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 2-13: 2x4 SYP No.1 MiTek recommends that Stabilizers and required cross bracing be WEBS 2x4 SYP No.3 installed during truss erection, in accordance with Stabilizer SLIDER Right 2x4 SYP No.3 1-6-0 Installation guide. REACTIONS (lb/size) 2=856/0-8-0 (min. 0-1-8), 8=884/0-8-0 (min. 0-1-8) Max Horz 2=69(LC 4) Max Uplift2=583(LC 4), 8=566(LC 8) Max Grav 2=964(LC 2), 8=996(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4002/2308, 3-4=-4525/2552, 4-24=3636/1947, 24-25=3619/1950, 5-25=3610/1954, 5-6=-1691/967, 6-7=1861/995, 7-8=719/292 BOT CHORD 2-14=2234/3843, 13-14=2223/3797, 12-13=-2225/3807, 11-12=2481/4491, 10-11=-1796/3624, 8-10=751/1658 WEBS 4-11=934/712, 5-11=-511/993, 5-10=218211184, 6-10=363/776, 3-12=386/744 NOTES `,,,III11I7111/���! 1) Unbalanced roof live loads have been considered for this design. ' B 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=20ft;'B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; enclosed; ,♦♦ O. •'(•J�� N '• \ S •• '9 ,� MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ♦ 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 4) All plates are MT20 plates unless otherwise indicated. 39380j� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '- %r 6) • This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit �{ between the bottom chord and any other members. ir 8 to value using ANSI/TPI 1 angle to formula. Building designer should verify capacity9AT 7) Bearing at joint(s) 2, considers parallel grain grain E:• of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=583, 9)'temi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. � StS bracing for truss system (not of this component design) is always required. N 10) Warning: Additional permanent and stability part ,,/� A� /0�•� LOAD CASE(S) Standard FL Cert. 6634 April2,20 2 ® WARMNG - Verify design parameters and READ NOTES ON IWIS AND INCLUDED MI?BKRBFERBNCE PAGE MII.7473 BEFORE USE, �-; �• Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904,Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine (SP or SPp) lumber is specified, the design values are (hose effective 06101/20112 by ALSC or proposed by SPIS. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Rasmussen Res � T4336964 23268 B14G Special Truss 1 q `� Jab Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 212012 MiTek Industries, Inc. Fri Mar 3015:09:49 2012 Page ID:PWpFLOLMzjLVQRr5COY_dgzVmNB-UowlxPgxlYkf8Ja3BInxXyx3yoDlAvMgoYe1 oczVj 1 7 7 7-9J 13-10-15 + 16-11-11 20.10-0 i 22-0-0 r 6-,-12 6-1-12 3-0-12 • 3-10.5 1-2-0 Scale = 1:37.5 1.50 12 4x4 = 4x4 = 5.50112 7 8 4x4 = _ x4 26 6 27 3.0o 12 3x4 = 5 4 28 4x8 = 25 24 N 3 23 12 33 11 34 9 NIA 2� s 1x4 32 II 1g 10 31 14 8x8 = 3x4 = 7x8 = 46 = e e 35 ` e 29 15 30 6x6 = 5x5 = 0.75 12 3x6 1.50 22-0-0 0 0-&0 1-1-4 5-5A 6-1-12 3-0-12 3-10.5 OA-0 0 Plate Offsets X 2:0-2-14 Ed a 3:0-4-0 0.1-4 9:0-3-0 Ed a 11:0-5-4 0-4-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) 0.73 13-14 >354 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -1.08 13-14 >240 180 BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(TL) 0.24 9 n/a n/a BCDL 10.0 Code FBC2007rrP12007 (Matrix-M) Weight: 285 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SYP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 3-8: 2x4 SYP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BO-i CHORD 2x4 SYP M 31 'Except' 11-13,9-11: 2x6 SYP No.2 WEBS 2x4 SYP No.3 REACTIONS (lb/size) 9=1710/0-8-0 (min. 0-1-8), 2=142410-8-0 (min. 0-1-8) Max Harz 2=63(LC 4) Max Uplift9=1132(LC 8), 2=1050(1_C 4) Max Grav 9=1927(LC 2), 2=1608(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-9594/5888, 3-23=9598/5889, 23-24=-9594/5890, 24-25=-9567/5901, 4-25=9552/5904, 4-5=12317/7445, 5-26=12565/7462, 6-26=-12544r7453, 6-27=10064/6028, 7-27=-10056/6032, 7-8=3763/2265, 8-28=3932/2323, 9-28=-3982/2308 BOT CHORD 2-29=5800/9415, 15-29=-5806/9420, 15-30=-5826/9460, 30-31=5825/9463, 14-31=5825/9466, 13-14=5870/9532, 13-32=-7461/12456, 12-32=-7459/12460, 12-33=7362/12475, 11-33=7406/12551, 11-34=6306/10615, 10-34=-6290/10585, J11111111,1�/� 10-35=2012/3504, 9-35=2145/3733, 9-19=2141/3622 WEBS 7-11=21411/3665, 7-10=7437/4497, 8-1 0=1 095/1893, 4-14=1032/737, 6-12=419/741, ��% 6-11=2552/1648, 4-13=1860/3143, 5-13=971/560, 5-12=376/136 0.1•`•� E N S •, 9 �� n i • NOTES A� . �•' `�'` 1) Special connection required to distribute top chord loads equally between all plies. P O 3938 2) Special connection required to distribute bottom chord loads equally between all plies. d 3) Special connection required to distribute web loads equally between all plies. o 4) 3-ply truss to be connected together with Simpson WSNTL 0.132 x 3 screws as follows:{� ;-. Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 3-8 2x4 - 1 row at 0.9-0 oc. chords connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 13-15 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at.5 •:Bottom ATE0-7-0 oc.,�'.��: yl/ebs connected as follows: 2x4 - 1 row at 0-9-0 oc. ♦ �'•. 0 R 0 Q • • ,\ \ • ��i� 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply lnoted (F) or (B), unless otherwise indicated. ........ SS' �1,11111 connections this desigs Al 6) Unbalanced consideredfor n. roof live loads have been 7) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 8) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. FL Cent. CG34 9) 7 his truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit April 2,20 2 Cont�nt�"gtQ a t�Q�tam chord and any other members. ® wdRMNG - Verify design parameters and RE4D NO TIES ON 7311SAND INCLUDED YOMKRUPERENCSFAGEhffi-7473 BEFORE USE, Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �— Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown i1"f Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine (SP or Sppj lumber is specified, the design values are those effective 0610112012 byALSC or proposed by SPIS. Tampa, FL 33610-4115 Job Truss Truss Type City Ply Rasmussen Res T4336964 23268 B14G Special Truss 1 East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 212012 MiTek Industries, Inc. Fri Mar 3015:09:50 2012 ID:PWpFLOLMzjLVQRr5COY_dgzVmN8-z_Ug9lha3ssWmT9FkSIA3AUEiBY vMcplCNbl NOTES 11) Bearing at joint(s) 9, 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=1132, 2=1050. 13) "Semi -rigid pitchbreaks including heels" Member end.fixity model was used in the analysis and design of this truss. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 24 lb down and 80 lb up at 3-2-3, 53 lb down and 107 lb up at 5-5-14, 84 lb down and 134 lb up at 7-9-10, and 114 lb down and 162 lb up at 10-1-5, and 28 lb down and 108 lb up at 19-7-8 on top chord, and 19 lb down and 63 lb up at 1-7-7, 16 Ito up at 3-2-3, 7 lb down and 13 lb up at 5-5-14, 30 lb down and 9 lb up at 7-9-10, 53 lb down and 6 lb up at 10-1-5, 1197 lb down and 743 lb up at 12-6-1, and 213 lb down and 147 lb up at 15-7-9, and 15 lb up at 19-7-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 15) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-8=-60, 8-9=-60, 15-20=20, 11-15=20, 11-16=20 Concentrated Loads (lb) Vert: 4=-38(B) 14=-15(B) 24=15(B) 25=11(B) 26=64(13) 28=9(B) 29=15(B) 30=8(B) 31=4(B) 32=-27(B) 33=-1060(B) 34=188(B) 35=4(B) ``�11111111/1I,I .�` P,S A. 39380 — FCC z oo ATE :•�/� . Q •' e l0 N A` ���% FL Cert. 6634 April 2,20 ® WARRING •Vari,fxddcaignpararnetcraandREAD NOTES ON7711SAADINCLLmED==KREFERENCEPAGE M17.74nBEFORE VS& 11 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 38= 1 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety InI*mn Ilan available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 ff Souther pine ISP or SPO lumber is sooaffed, the desicn values are those effective 06/0112012 by ALSO or proposed by SPIS. Job Truss Truss Type City Ply • FRaen.Res T4336965 23268 C01 GE Special Truss 1 1 eno tional East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 212012 MiTek Industries, Inc. Fri Mar 3015:09:53 2012 Page ID:IVoErS8b6MTbzxtBtazdDMzVnnn-NZ9pnnjSMnFSdxugQbrtho5u9Png6nXGjACFwNzVjb 1z-e-o zsa-o 1z-e-o 12-e-o • Scale = 1:42.3 2.60 12 4x4 = 5x5 5 6 7 Sx5 = 4 8 3 9 2 10 M 11 1 * N 17 16 l�s d18 22 21 20 19 5x5 = 15 14 13 12 3x4 = 1.30 12 3x4 = 3x4 = 3x4 = 1 1-3-5 12-8-0 24-0-11. 25-0-0 1 0-9-0 114-11 114-11 1.35 Plate Offsets X Y: 4:0-2-8 0-34 8:0-2-8 0-3-4 12:0-0-0 0-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) n/a n/a 999 MT20 244/190 :TCDL 15.0 Lumber Increase 1.25 BC 0.09 Vert(TL) n/a n/a 999 BCL.L 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 11 n/a n/a BCDL 10.0 Code FBC2007rrP12007 (Matrix) Weight: 87 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be OTHERS 2x4 SYP No.3 installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 24-3-14. (lb) - Max Horz 1=77(1_C 5) Max Uplift All uplift 100 lb or less atjoint(s) 1, 22, 17, 12, 11, 20,14 except 18=118(LC 4), 19=136(LC 4). 16=118(LC 5). 15=136(LC 5), 21=269(LC 4), 13=269(LC 5) Max Grav All reactions 250 lb or less atjoint(s) 1, 22, 17, 12, 11, 18, 19, 16, 15, 20, 14 except 21=369(LC 2), 13=369(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-21=308/291, 10-13=308/291 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=25ft; eave=2ft; Cat, ll; Exp C; enclosed; �t%J 1111111ll,1 MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ��•_^PS A. q ����� designed for loads in the of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable �� , , , 3) Truss wind plane \V ` ' • •,. , End Details as applicable, or consult qualified building designer as per ANSI1TPI 1. ,���� • • •\ c E N ' \, '•.•.�i� 4) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. '� 5) All plates are 1x4 MT20 unless otherwise indicated. • 39380 D 6) Gable studs spaced at 2-0-0 oc. ��'" * ;• 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit — between the bottom chord and any other members. •• 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 22, 17, 12, 11, 20, 14 ATE except (jt=lb) 18=118, 19=136, 16=118, 15=136, 21 =269,13=269. 0 0 • 1L 10) Non Standard bearing condition. Review required. A, in the and design of this truss. �t� Q i \ �,•' 111"Semi-rigid pitchbreaks including heels" Member end fixity model was used analysis (1'. ��% , l) • • • •' 12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. `� I;11lS �O P A; LOAD CASE(S) Standard FL Cert. 6634 April 2,2O 2 ®W"MNG - Verify dasragn parameters and READ NOTES OM THIS AM INCLrmED Iff BKREFERENCEPAGE1101.7473 BEFORE USE Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the 9VIiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. If Southern Pine ISP or SPp) ]umber is specified, the design values are those effective OSIOM012 byALSC or propDsed by SPIB. Tampa, FL 33610-4115 Job Truss Truss Type City Ply Rasmussen Res • T4336966 23268 CO2 Special Truss 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 21 2012 MiTek Industries, Inc. Fri Mar 30 15:09:55 2012 Page ID:IVoErS8b6MTbzxt8tazdOMzVnnn-JyHZCTlitOVpsF2DX7lLmD B28CF1 aVsZAT5M_FzVjb 1 3 5 4 6 10 6 41 10 17-11.6 i 23-6-4 • 1-3-5 3-3-5 2-5-0 5-8-6 5-3-6 5-6-14 Scale = 1:39.3 5x5 = 2.60 12 3 3x4 = 4x4 4 2 3x4 �z 3x4 5 89 43x106 6x12 MT18H = 72x4 I 1x4 II d 7x16 1.30 12 1-3-5 4-6-10 6-11-10 12-8-0 17-11-6 23-6-4 G40-9-0 3-3-5 2-5-0 5-8-6 5-3-6 5-6-14 Plate Offsets X Y : 6:0-1-4 0-4-0 8:0-5-8 0-2-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.92 Vert(LL) 0.68 8-9 >419 240 MT20 a 2441190 TCDL 15.0 Lumber Increase 1.25 BC 1.00 Vert(TL) -1.08 8-9 >262 180 MT18H 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.31 6 n/a n/a BCDL 10.0 Code FBC2007frP12007 (Matrix-M) Weight: 107 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SYP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SYP No.2 "Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 1-8: 2x6 SYP SS MiTek recommends that Stabilizers and required cross bracing be WEBS 2x4 SYP No.3 installed during truss erection, in accordance with Stabilizer SLIDER Right 2x4 SYP No.3 3-3-6 Installation guide. REACTIONS (Ib/size) 1=973/0-8-13 (min. 0-1-8), 6=917/Mechanical Max Harz 1=102(LC 4) Max Uplift 1=629(LC 4), 6=-570(LC 5) Max Grav 1=1095(LC 2), 6=1031(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-2389/1348, 1-2=-5264/2928, 2-3=-4090/2205, 34=-4081/2205, 4-5=443312413, 5-6=-2465/1361 BOT CHORD 1-10=-1689/2893, 1-9=2886/5139, 8-9=2887/5151, 7-8=-2296/4326, 6-7=-2288/4311 WEBS 2-8=-1317/960, 3-8=602/1272, 4-8=604/517 NOTES 1) Unbalanced roof live loads have been considered for this design. ,`/111111111//�l 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; enclosed; A q� ♦I♦♦ MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Q`v` • •' �' •' •. G E N S q�i♦♦� 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. `�� •,• �� • 4) All plates are MT20 plates unless otherwise indicated. 9d'b 39380 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.^ 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. = 7) Refer to girder(s) for truss to truss connections. •' 8) Bearing atjoint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of . bearing surface. i . ATE �:� 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=629, �� • �. Q •; ; •'. .6=570. ♦i C� < p R � O , `C 10j "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. I♦'ss \ �� bracing for truss system (not of this component design) is always required. ♦I��,�O 11) Warning: Additional permanent and stability part N A; ���� LOAD CASE(S) Standard FL Cert. 6634 April 2,20 2 T WARNING - Veri& design par=wfens a rid READ MITES ON TIIIS AND INCLUDED k1ffTSKREFBRE1VCE PAGE MD-7473 BEFORE USE. .'�• Design valid for use only with Mirek connectors. This design is based any upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/7911 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southem Pine (SP or SPp) lumber is specified, the design values are those effective 06MI12012 by ALSC or proposed by SPIS. Tampa, FL 33610-4115 Job Truss Truss Type Ply �Qty TRaslmussenRe,i T4336967 23268 CO3 Special Truss 1erence o tional East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 212012 MiTek Industries, Inc. Fri Mar 3015:09:66 2012 Page I D:I V oErS8b6MTbzxlBlazdOMzVnnn-n8ryPpmKeidgU 0 d P5j PaJRj EU ccCJ_I iP7gvWiizVjb 10 12-B-0 i 14-8-15 11� 1¢2 18-10.2 5-e-6 2-0-15 1-1-3 3-0.12 • Scale = 1:33.0 46 = ~• 2.60 12 3 4 3x10 4x4 = 1x4 II 2 5 I 7 1 5x8 = q 8 6 1x4 3x4 = e 3x6 = 1.30 12 9 5x10 MT18H = -6.4 6-11-10 12-8-0 15-1 -2 18-10-13 6-4 0-9-0 5-8-6 5-8-6 3-2-2 3-0.12 Plait: Offsets MY): : 1:0-3-7 0-0-0 9:0-5.0 0-0-9 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.89 Vert(LL) 0.56 7-8 >372 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.83 7-8 >252 180 MT18H 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(TL) 0.20 6 We n1a BCDL 10.0 Code FBC2007/TPI2007 (Matrix-M) Weight: 79 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SYP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 7-9: 2x4 SYP No.1 MiTek recommends that Stabilizers and required cross bracing be WEBS 2x4 SYP No.3 installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 0-8-13 except Qt=length) 6=Mechanical. (lb) - Max Horz 1=155(LC 4) Max Uplift All uplift 100 lb or less atjoint(s) 9 except 1=450(LC 4), 6=441(LC 8) Max Grav All reactions 250 lb or less at joints) 9 except 1=717(LC 2), 6=810(LC 2), 1=632(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3527/2088, 2-3=-2328/1268, 3-4=-2309/1291 BOT CHORD 1-10=2108/3383, 1-9=2108/3383, 8-9=2116/3400, 7-8=-2118/3413, 6-7=-932/1616 WEBS 2-7=-1216/891, 3-7=261/594, 4-7=-381l722, 4-6=1804/1043 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; 1t,1111111/l" MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 `,��� PS A This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. _t� • •��e 3) ENS*-. 4) All plates are MT20 plates unless otherwise indicated. ��� 0' Ci 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `�,`�` •'' �.� 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will fit •• 39380 between the bottom chord and any other members. 0 * ��� 7) Refer to girder(s) for truss to truss connections. : 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except Qt=lb) 1=450, 6=441,1=450. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ATE 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. O',• (V LOAD CASE(S) Standard �j�(�s • 0 R •' C?\ ��� FL Cert. 6634 April2,20 2 ® WARNING -Vcrifij designpaaarrctc and READ NOTES ON7MSANUMCLUDEDD9MEKRUFERENCSPAGE JUI-7473BEFORSUS& ILAN Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is loran individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown p ATME is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Leet, Suite 312 Alendria, VA 22314. If Southern Pine ISP or SPp) lumber is specified, the desieegn valStrues are thosxae effective OW07l2072 by ALSC or proposed by SP1B Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Rasmussen Res T4336968 23268 C04 Special Truss 1 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 21 2012 MiTek Industries, Inc. Fri Mar 3D 15:09:58 2012 Page I D:IVoErS8b6MTbzxtBtazdOMzVnnn-kXzigUnbAJtOjimoC8R20spe8QMvnr5?tRJObazVjb 1 6 11 10 12.8-0 _r 14-3.7 1-3-5 5-8-6 5-8-6 • 1-7-7 Scale = 1:24.4 4x6 = 3x4 = 3 4 1� 2.6D ,2 4x4 � 2 cd5 I 6 5 5x8 = 7 2x4 II v�1 sl 1x4 o C � C 1.30 12 4x6 = 8 4x4 = 0.6-4 1-3-5 6-11-10 12-8-0 14-3-7 0-6-4 0-9-0 5.8-6 5-8.6 1-7-7 Plate Offsets X Y : 8:0-3-0 0-0-5 LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) 0.30 6-7 >514 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.42 6-7 >368 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(TL) 0.07 5 n/a n/a BCDL 10.0 Code FBC2007rrP12007 (Matrix-M) Weight: 58 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc purlins, except BOT CHORD 2x4 SYP No.2 end verticals. WEBS 2x4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 4-11-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 0-8-13 except (jt=length) 5=Mechanical. (lb) - Max Horz 1=173(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 8 except 1=363(1_C 4), 5=358(LC 4) Max Grav All reactions 250 lb or less at joint(s) 8 except 1=543(LC 2), 5=600(LC 2), 1=477(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2281/1428, 2-3=-696/415, 3-4=645/434, 4-5=-629/375 BOT CHORD 1-9=-1457/2173, 1-8=-1457/2173, 7-8=-1463/2186, 6-7=-1464/2197 WEBS 2-6=-1543/1086, 4-6=-522/834 NOTES �11111111�/� ��Io 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; ♦♦0�`. S A. P. , , , gust); MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ♦♦� `v • , •'%C E N S; • • 9 ��i •'�,? 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. ,♦♦�0 : �, 4) This truss has been designed for a 10.0 psf bottom chord live load.nonconcurrent with any other live loads. 3938 0 •• 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except (jt=lb) 1=363, 5=358, 1=363. ATE • 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �'O'. (V 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. �� ,(�'• A,� o R 1 P,,• ,♦♦ if,'�I�S C? LOAD CASE(S) Standard %% N AL �O �� Illllll FL Cert. 6634 April2,20 2 ® WARMNG - Verifg darign zs. craefa =d READ M07M ON MIS AM3INCLUDED l6TlTSKHEFL'RF.NW P@GEIt77I-7473 EEFOREVEIZ *,* Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. C ��• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown &VMS Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIjTFI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine (SP or SPp) lumber is specified, the design values are thosa effective 0610112042 try ALSC or proposed by SPIS. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Rasmussen Res T4336969 23268 C05 Jack -Closed Truss 1 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 - 7.340 s Mar 21 2012 MiTek Industries, Inc. Fri Mar 30 15:09:59 2012 Page ID:IVoErS8b6MTbzxtBtazdOMzVnnn-Cj W42goDxd7ELsL_mryHx3LrmpID WUT8553Z71 zVjb 0 1-3-5 4-7-10 2-0.0 1-e•4 • Scale = 1:18.5 3x6 I 3 4 1x4 2.60 12 2- 6 3x6 = u v d d 6 � d° Q• 1.30 12 4x4 = 73x4 = 9-8-0 0-6-4 0-9-0 8-4-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.09 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.23 6-7 >414 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC20071TPI2007 (Matrix-M) Weight: 33 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SYP No.2 end verticals. WEBS 2x4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS All bearings 0-8-13 except Qt=length) 6=Mechanical, 3=Mechanical. (lb) - Max Horz 1=159(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 7, 3 except 1=-217(LC 4), 6=-325(LC 4) Max Grav All reactions 250 lb or less at joint(s) 1, 3, 1 except 7=374(LC 3), 6=451(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-726/500 BOT CHORD 1-8=-516/654, 1-7=516/654, 6-7=-521/666 WEBS 2-6=-665/684 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ,`111111111111� 2)1 his truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. %%� A 'r.� 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OP,.,.. • the bottom in a rectangle 3-6-0 tall by 2-0-0 wide will fit • 7 • e,9 �� N 4) This truss has been designed for a live load of 20.Opsf on chord all areas where *1 �� G E S; • •� N, •-', �� �� between the bottom chord and any other members. �� ; 5) Refer to girder(s) for truss to truss connections. 39380�'� 6) Provide metal plate or equivalent at bearing(s) 3 to support reaction shown. d 1=217 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 3 except (jt=lb) 6=325, 1=217. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ;� 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. ATE F • 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. o o •• 4 �� T ••, A-Q LOAD CASE(S) Standard ,j��V 0 R Q.• C.��,e� N A- a FL Cert. 6634 April 2,20 2 ,&WARNING•VetifgdesignparantetersmrdREADMOTESONMIS AADINCLUDEDT=KREPERENCHPAGE JUI-7473BEFOREUSS. 1.' Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown a•�i�• is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 byALSC or proposed by $PIB. Tampa, FL 33610-4115 Job Truss Truss Type City Ply Rasmussen .Ra T4336970 23268 C06 Jack -Open Truss 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 212012 MiTek Industries, Inc. Fri Mar 30 15:10:00 2012 Page I D:IVoErS8b6MTbzxtBtazdOMzVnnn-gw4SFApriw75y?wAKZTWrHu2LDBU FzOIKlo7frzVjb • 1-3-5 3-9-4 Scale = 1:11.0 2 2.60 12 0 3 1 jI Q°o Q°e 1.30 12 Q, 3x4 = 4 3x4 = 1-3-5 5-0-9 0214 6-4 0-9-0 3-9-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.01 3-4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.03 3-4 >999 180 BCLL 0.0 Rep Stress Incr YES ' WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2007/TPI2007 (Matrix-M) Weight: 15 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-9 oc purlins. BOT CHORD 2x4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 0-8-13 except Qt=length) 2=Mechanical, 3=Mechanical. (lb) - Max Horz 1=89(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 4 except 2=118(LC 4) Max Grav All reactions 250 lb or less at joint(s) 1, 2, 4, 3, 1 FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This'truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4, 1 except Gt=lb) PS ; 9�e ��� ��•`� this truss. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this design) is always required. 8) Warning: Additional permanent and stability bracing for truss system (not part of component e t ' O 80f 1 * :• LOAD CASE(S) Standard •fig ATE : 4/ ` �4 N A�� �``% n + FL Cert. 6634� April 2, 2 ®W6RIJING - V n ifg dtafga paramctcmr d RR4 NOTES ON INS.AND INCL-MED rdrTEKRBFERENCE PAGE MI-7473 RBFOPJ3VSE. Aug - Applicability valid for use only with Mfrek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown H�i is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiility of the MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber Is specified, the design values are those effective 0610112012 by ALSC or proposed by SPIS. Job Truss Truss Type Qty Ply T4336971 =Reference(OPtional) 23268 D01 GE Special Truss 1 1 East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 212012 MiTek Industries, Inc. Fri Mar 30 15:10:012012 Page ID:IVoErS8b6MTbzxtBtazdOMzVnnn-86erTWpTTEFya9VNuG IOURHhdXP_QWRZPYgOvzVjb 11 A -A _ 0-10.11 5-1-3 6-8-2 6x8 % Scale = 1:23.3 5 • 4.76 12 5.50112 4 6 2x4 13 7 m 2 1 To 8 f771 I$ 14 13 12 11 10 9 3x4 = 2x4 II 11-9-6 11-9-6 Plate Offsets X Y : 5:0-1-6 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.09 Vert(LL) -0.00 1 n/r 90 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.00 1 n/r 120 BCLL 0.0 ' BCDL 10.0 Rep Stress Incr YES Code FBC2007/TPI2007 WB 0.05 (Matrix) Horz(TL) 0.00 8 n/a n/a Wind(LL) 0.00 1 n/r 120 Weight: 54 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SYP No.2 end verticals. WEBS 2x4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 11-9-6. (lb) - Max Horz 14=155(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 8, 13 except 14=155(LC 8), 12=128(LC 8), 10=116(LC 8), 9=181(LC 8) Max Grav All reactions 250 lb or less at joint(s) 14, 8, 11, 12, 13, 10 except 9=268(LC 14) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 • loads in the of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable•q� �j� 3) Truss designed for wind plane ANSI/TPI 1. ��' 0-. NS•' End Details as applicable, or consult qualified ed building designer as per �� G y live loads. �.�-�"% ��•, 4) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent ` ,`�.'• ; •• 5) All plates are 1x4 MT20 unless otherwise indicated. Oct " 3 9 38 (0 - i 6) Gable requires continuous bottom chord bearing. * 7) Gable studs spaced at 2-0-0 oc. :• .. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •• 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit :ram between the bottom chard and any other members. AT E 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 13 except (J =1b) �' O ••• 14=155, 12=128, 10=116, 9=181. "Semi including heels" Member end fixity model was used in the analysis and design of this truss. �F< p R 1 D 114 -rigid pitchbreaks design) is required. �j� lss •' • • • • �� 12) Warning: Additional permanent and stability bracing for truss system (not part of this component always �� -.1, J0 N A� LOAD CASE(S) Standard FL Cert. 6634 April2,20 2 ®WARMNG - Vcrlfsr dmign p-M t- and RMD NOTES ONTRISMM INCLUDEDYEMKRUMWNCE P6GE111rI.7473 BEFORE USB. '-*L- Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for on Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ems-' Jill Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure 6 the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. If Southern Pine (SP or SPp) lumber is specified, the design values are chose effective 0W0112012 by ALSC or proposed by SPIS. Tampa, FL 33610-4115 Job Truss Truss Type City Ply Rasmussen Res T4336972 23268 D02 Special Truss 1 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 212012 MiTek Industries, Inc. Fri Mar 3015:10:02 2012 Page ID:IVoErS8b6MTbzxtBtazdDMzVnnn-clCDgsg5EYNpCJ4ZR W ZizOzlnKjsTan3HDkLzVjb i 1 3 5 3 0 6 7- -1113-4-6 4-2-5 6-1-11 Scale = 1:23.8 46 3 4.76 12 5.50 L12_ 1x4 II N 2 CS 4 1 � to r a C 6 5 g C Sx5 = 1x4 I 3x8 4x4 = 7 1.30 12 3x4 = 0-6-4 1 3 5 3 0-6 7-2-11 13-2-14 _ 13,4r6 o_F 0-&0 1-9-1 4-2-5 6-D-3 W1-9 Plata Offsets X Y : 3:0-3-3 0-2-0 7:0-2-0 0-0-3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) 0.10 5-13 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.15 5-13 >954 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) 0.03 4 n/a n/a BCDL 10.0 Code FBC2007rrP12007 (Matrix-M) Weight: 46 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SYP No.3 • - MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS All bearings 0-8-13 except Qt=length) 4=Mechanical. (lb) - Max Horz 1=121(LC 7) Max Uplift All uplift 100 lb or less atjoint(s) 1 except 4=288(LC 8), 7=355(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1 except 1=311(LC 14), 4=546(LC 2), 7=520(LC 19) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-831/360, 2-3=793/452, 3-4=-823/440 BOT CHORD 1-8=-184/348, 1-7=-259/703, 6-7=-249/693, 5.6=-2761713, 4-5=-327/702 WEBS 3-5=-48/284 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; enclosed; ,11111111111/,� MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ,0 S A 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. �� P 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �%%0 ENS ey 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit .� '• ��� �•_• • between the bottom chord and any other members. Q)�--O3'938-0 6) Refer to girder(s) for truss to truss connections. : %c 1, 1 4=288- 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=355. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ;fjr 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ATE F �(u LOAD CASE(S) Standard SOT • �� O Q;•' \_,�� ����;•.•0R1� FL Cert. 6634 April 2,20 AWARNING•Verifydeaigapuvwn2eteraaadREU NOTES ON7711SAMMCLUDEDINIEKREFBRENCEPAGUM1-7473BEFORBVS$, .'W' Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown MiTek* is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding iVl fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine {SP or SPp) lumber is specked, the design values are those effective 0610112012 by ALSC or proposed by SPIB, Job Truss Truss Type Qty Ply Rasmussen Res T4336973 23268 D03 Special Truss 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 212012 MiTek Industries, Inc. Fri Mar 3015:10:04 2012 Page ID:IVoErS8b6MTbzxtBtazdOMzVnnn-YhKz5YsMm9dXRdEyZOYSe73kZgQyBIYtFNmKoEzVjb i 1 3-5 i 6-4-1 6-7-4 9-10-9 i 12-2-9 i 1-3-5� 4-0-13 1-3-3 3-3-5 2-3-15 Scale = 1:22.8 4x4 5.50112 3 1x4 II 4.76 12 2 5x5 = 3x4 = 4 5 q 4 0, 11III 9 8 7 3x4 = 6 Id s 5x5 = 1x4 II zxa II 3x4 = 1.30 12 10 3x4 = 0-6-4 1-3-5 5-4-1 6-7-4 9-10-9 12-2-9 0-6-4 0-91 4-0-13 1-3-3 3-3-5 2-3-15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) 0.11 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.17 7-8 >777 180 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2007/TPI2007 (Matrix-M) Weight: 47 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SYP No.2 end verticals. WEBS 2x4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 9-9-15 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 0-8-13 except (jt=length) 6=Mechanical. (lb) - Max Horz 1=141(LC 7) Max Uplift All uplift 100 lb or less atjoint(s) except 1=188(LC 8), 6=-273(LC 8), 10=-126(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 10 except 1=460(LC 2), 6=511(LC 2), 1=408(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-944/483, 2-3=849/530, 3-4=-864/493, 4-5=-692/342, 5-6=-336/177 BOT CHORD 1-11=-266/364, 1-10=-379/808, 9-10=-381/813, 8-9=368/800, 7-8=-354/775 WEBS 3-8=205/376, 4-7=-422/286, 5-7=-241/568 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; `1111111l1/jr, MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. ��•-�p PS A. , , , �e ` 4) Provide adequate drainage to prevent water ponding. , , , • �ENS'-. q` G A 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. ,�,��` ••' �.� •�',! 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 3 9 3 8, between the bottom chord and any other members. IW6 7) Refer to girder(s) for truss to truss connections. : 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 188 lb uplift at joint 1, 273 lb uplift at joint 6, —_ 126 lb uplift at joint 10 and 188 Itouplift at joint 1. MCC " 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ATE .• �� 10) Warning: Additional permanent and stability bracing for truss system (not partof this component design) is always required. O CASE(S) Standard tj,� R LOAD � 1% t14111,1 /ONAl ; ��%% FL Cert. 6634 April2,20 2 ®WARNING-Vcrlfya'.caignparometersandRE DNOTESONTFIISAMINCLUDEDJffTSKREFERENCEPAGEMII.747aEEFOREUSE. '1'R• Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding WOWerector. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street Sulte 312, Alexandria, VA 22314. If Southern Pine (SP or SPp) ]umber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPI&. Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Rasmussen Res T4336974 23268 D04 Special Truss 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 212012 MiTek Industries, Inc. Fri Mar 30 15:10:05 2012 Page I D:IVoErS8b6MTbzxtBtazdOMzVnnn-1 tuLltt_XT103np8763hAKbvEEp4wBa1 U1 WtLgzVjb 1 i -11-13 7-7-10 11-0-11 1-31 4-8-9 1-7-13 • Scale = 1:20.9 4x4 % 5.5o L12 2 4.76 12 60 = 3x4 = 3 4 o_ v fV � 7 6 5x8 = 5 n 1 ao T $I 1x4 II 2x4 1 ik1k 3x4 = 1.30 12 8 3x4 0-6-4 1-3-5 5-11-13 7-7-13 11-0-11 0-6-4 0-9-0 4-8-9 1-7-15 3-4-14 Plate Offsets X Y : 6:0-5-4 0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) 0.13 6 >905 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.20 6 >581 180 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code FBC2007/TP12007 (Matrix-M) Weight: 43 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SYP No.2 end verticals. WEBS 2x4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer - Installation guide REACTIONS All bearings 0-8-13 except (jt=length) 5=Mechanical. (lb) - Max Horz 1=138(LC 7) Max Uplift All uplift 1001b or less atjoint(s) except 1=167(LC 8), 5=-251(LC 5), 8=-118(LC 8) Max Grav All reactions 250 lb or less at joint(s) 8 except 1=461(LC 2), 5=462(LC 2), 1=411(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-883/439, 2-3=760/435, 3-14=-728/401, 4-14=-728/401, 4-5=361/225 BOT CHORD 1-9=-308/362, 1-8=-350/750, 7-8=-354/762, 6-7=-339/721 WEBS 2-7=-73/287, 3-6=-271/182, 4-6=304/610 NOTES � �I ;`� ,SA.q,'. 1) Unbalanced roof live loads have been considered for this design. • • Le �j� • .. TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; E N ••, '9 2) Wind: ASCE 7-05; 140mph (3-second gust); ,����,.•�G S �� left exposed; Lumber DOL=1.60 DOL=1.60 �. '•.,!1 MWWFRS (all heights); cantilever left and right exposed; end vertical and right plate grip : 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3938 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. � iz _ 7) Refer to girder(s) for truss to truss connections. ATE C(/ 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 Ito uplift at joint 1, 251 lb uplift at joint 5, o O •,� jV 118 lb uplift at joint 8 and 167 lb uplift at joint 1. A,` including heels" Member end fixity model was used in the analysis and design of this truss. !� 9) ;;Semi -rigid pitchbreaks this design) is always required. ilS 10) Warning: Additional permanent and stability bracing for truss system (not part of component ♦ %� N A11 Standard i� it�� LOAD CASE(S) FL Cert. 6634 April 2,201 • AWARNING - Vcr & design paraandcra and RMD NOTES ON 9TIIS AM INCLEMEO t1 MKRUERENCE PAGE MII.7473 BEFORE USS. I; f Design valid for use only with M rek connectors. This design is based only upon parameters shown, and is for an individual building component. � Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown �M" Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' M erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available fromTruss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610.4115 It Southern Pine ISP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPIB. Job Truss Oly Ply ResT4336975 FJobRefe 23268 E01G FrussTYRPTe, ALTRUSS 1 1 nce (optional East Coast Truss, Fort Pierce, FL. 34946 7.340 s Feb 24 2012 MiTek Industries, Inc. Mon Apr 02 08:43:21 2012 Page 1 I D:IVoErS8b6MTbzxtBtazdOMzVnnn-aH dAWupTB KOLe W5 D7 WOIYM rs2frtBgCagM im 0_zUq_K 1-1-8 1- 0 4-0-1 7-1-10 1-1-8 0- -8 2-10-1 3-1-9 1x4 II Scale = 1:13.6 2 3 3.00 12 3x8 514 1 11 N mill, d 3x4 I dl 1.50 F12 0-6-0 1-2-0 4-0-1 7-1-10 0 6-0 0-8-0 2-10.1 3-1-9 1170-1-14.0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) 0.23 5-10 >376 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.34 5-10 >252 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.04 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code FBC2007TTP12007 (Matrix-M) Weight: 29 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-5 oc purlins. BOT CHORD 2x6 SYP SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1=831/0-8-0 (min. 0.1-8), 4=1040/Mechanical Max Horz 1=134(LC 4) Max Uplift 1=-519(LC 4), 4=698(LC 4) Max Grav 1=935(LC 2), 4=1173(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOO CHORD 1-1=-1234/681 BOT CHORD 1-6=-894/1468 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. A �I� 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,��� P,�../' • .q •' <� �� will fit between the bottom chord and any other members. ��� Q�' • Ci E•N S' • '.q���s �,• • 5) Refer to girder(s) for truss to truss connections. �� �,� % 6) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify : � •;Z capacity of bearing surface. 0 393'8 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Tlr 1=519, 4=698. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. •f 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 491 lb down and 293 lb up at 4-7-8, and 442 lb down and 271 lb up at 6-7-8, and 547 lb down and 314 lb up at 2-7-8 on bottom chord. The design/selection of .+ . ATE Q •� �� such connection device(s) is the responsibility of others. 01 �i�'�� • °� 10) Warning: Additional permanent and stability bracing for truss system (not partof this component design) is always required. R ',��iss 1f) In the LOADCsection, loads applied to the face of the truss are noted as front (F) or back (B). LOAD) Standard �Q NA i 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 JJniform Loads (plf) Vert: 1-2=60, 2-3=30, 4-6=-20 FL Celt:, 6634 Concentrated Loads (lb) Vert: 5=391(B) 10=-484(F) 11=435(B) April 2,2012 ® i9dRAJING - VeHfij dasign paranaeicm aadRF_?l NOTES ONTNISANOINCLUDB➢ fM7X'RRPL'RENCBPAGEIUI.7473 BEPORS USS. es gn valid or use only with MiTeK connectors. This design is based only upon parameters shown, and is for an individual bui ing componEn . Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown C is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the iVl iTek° erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southem Pine ISP or SPp) lumber is specified, the design values are those effective 06101120112 byALSC or proposed by SPiB. Tampa, FL 33610.4115 Job Truss Type Qly Ply Rasmussen Res T4336976 23268 �russ L01 Floor Truss 8 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.340 s Feb 24 2012 MiTek Industries, Inc. Mon Apr 02 08:44:38 2012 Page 1 ID:IVoErSBb6MTbzxtBtazdOMzVnnn-g5mHgDlm2JP NMTOOBvMAcX?ui1 wjVLvNgsLc1 zUpz7 0-4-9 H 1r 30 0-615 i 200 080 I� 03 Scat : /8"=1' 7x6 = 3x4 = 1x4 1x4 II 4x4 = 34 FP = 4x4 = 6x6 - 1 2 3 4 5 6 7 8 9 10 11 12 13 14 91 1 I 25 24 23 22 21 20 19 18 17 16 15 5x6 = 3x10 MT18H FP = 4x4 = 4x4 = 4x6 = 3x4 = 8-10-0 9-10-0 10-10-0 19-4-8 1 - 0 8-5-7 1-0-0 1-0-0 8-6-8 0-3- Plate Offsets 9 - -8 d e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.76 Vert(LL) -0.31 20 >748 360 MT20 2441190 TCDL 10.0 Lumber Increase 1.00 BC 0.97 Vert(TL) -0.48 20 >480 240 MT18H 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) -0.06 14 n/a n/a BCDL 5.0 Code FBC2007/TP12007 (Matrix) Weight: 104 lb FT = 20%F, 11%E LUMBER BRACING TOP CHORD 2x4 SYP No.2(flat) "Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 1-10: 2x4 SYP M 31(flat) end verticals. BOT CHORD 2x4 SYP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SYP No.3(flat) 2-2-0 oc bracing: 20-21,19-20. REACTIONS (lb/size) 1=105410-3-11 (min. 0-1-8), 14=1059/0-3-0 (min. 0-1-8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1296/0, 34=1302/0, 4-5=2961/0, 5-6=3832/0, 6-7=-4173/0, 7-8=4173/0, 8-9=4173/0, 9-10=3697/0, 10-11=-3697/0, 11-12=-2686/0, 12-13=1096/0, 13-14=1101/0 BOT CHORD 23-24=0/2399, 22-23=0/3499, 21-22=0/3499, 20-21=0/4135, 19-20=0/4173, 18-19=0/4052, 17-18=0/3325, 16-17=0/2019 WEBS 7-20=396/197, 8-19=-431/103, 2-24=0/1695, 4-24=-1526/0, 4-23=0/781, 5.23=-749/0, 5-21=01463, 6-21=476/0, 6-20=312/560, 14-16=0/1427, 12-16=-1283/0, 12-17=0/927, 11-17=-890/0, 11-18=0/517, 9-18=-518/0, 9-19=-188/638 NOTES %J 111 11111 r 1) Unbalanced floor n. ve been lcombinationdered for ls awhich for concurrent live loads. ign afor A, 2) This truss has beetn desve dds basic load include cases with reductions multiple indicated. ,♦����,p,'�\�j q���I�� • • "' �j 3) All plates are MT20 plates unless otherwise indicated. ♦♦ O\"' , ••'.,9� �i •••\C+ E N,9 4) All plates are 3x3 MT20 unless otherwise �♦ • '.�• '� 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks e : - 39380���,tl. strongbacks, to be attached to walls at their outer ends or restrained by other means. ; 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard ', Mir � '�` ATE r ,� � ;n �i •' F R C? AIII � ��`♦♦ FL Cert. 6634 April 2,2012 ® WARWNG - V.-Ify design ptnnnredera dREAD NOTES ON7WIS PM INCLUDED X1TBKREFERENCE PAGBiar-7473 BEFORE UBa esign va i or use only-w71707ek connectors. this design is based only upon parameters shown, and is or an individual bui ing componen . Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown ��•� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the iVi iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/iPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSO or proposed by SPIEL Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Rasmussen Res T4336977 2s268 FL02 Floor Truss 1 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.340 s Feb 24 2012 MiTek Industries, Inc. Mon Apr 02 08:45:12 2012 Page 1 ID:IVoErS8b6MTbzxtBtazdOMzVnnn-geg7pr952Q?bSa4Y?KWKYnxupPhOhxUvC758n3zUpyb 0-6-8 1 1 , 2-0-0 OH3 3- Scale - 1: 6.6 ' 6x6 = 1x4 I I 3x6 FP = 6x6 = 1 2 3 4 5 6 5x5 = 7 8 9 10 11 0 0 21 20 19 18 17 16 15 14 13 12 4x6 = 3x6 FP = 1x4 II 4x6 = 5x5 = O 8 7-2-3 8-2 3 9-2-3 16-0-14 16-4 6 0-N6 6-7-11 1-0-0 1-0-0 6-10-11 a'e -8 d e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) -0.13 16 >999 360 MT20 2441190 TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vert(TL) -0.20 16 >937 240 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) -0.04 11 n/a n/a BCDL 5.0 Code FBC2007/TP12007 (Matrix) Weight: 87lb FT=20%F, 11%E LUMBER BRACING TOP CHORD 2x4 SYP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SYP No.2(flat) end verticals. WEBS 2x4 SYP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=841/0-6-0 (min. 0-1-8), 11=841/0-3-0 (min.0-1-8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-851/0, 2-3=-847/0, 3-4=-1981/0, 4-5=-2621/0, 5-6=-2621/0, 6-7=2584/0, 7-8=-1984/0, 8-9=1984/0, 9-10=846/0, 10-11=851/0 BOT CHORD 19-20=0/1553, 18-19=0/2388, 17-18=0/2388, 16-17=0/2621, 15-16=0/2621, 14-15=0/2389, 13-14=0/1553 WEBS 6-16=-311/270, 1-20=0/1102, 3-20=-982/0, 3-19=0/596, 4-19=565/0, 4-17=0/542, 11-13=0/1101, 9-13=983/0, 9-14=0/600, 7-14=564/0, 7-15=0/438, 6-15=514/241 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) All plates are 3x3 MT20 unless otherwise indicated. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Strongbacks 11111'1111I 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. ,{{ ��o, A to be attached to walls at their outer ends or restrained by other means. first diagonal shall not exceed 0.500in. `�%%`P,S • ,q /�� • e 6) Gap between inside of top chord bearing and or vertical web �\�'• • C•E N �fI�O �, •�'\�r LOADCASE(S) Standard A�_.--••qri 3938 � ��' • .ATE :•� .� O R O N A\- FL Cert. 6634 April 2,2012 ® wAMNG • Petlfy design parameters and READ MTW ON 9HIS AM INCLUDED 1J1T3'EKRRPERFNCRPAGe W1-7473 BEF()PX use, Design valid or use onry with Mite connectors. 1his esign is based only upon parameters shown, and is tor an individual ba mg component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/11`11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafeIf Southern pine (SP orl SPR)f ]umber is specified tfie des gn values arethose effective 0610112012 by ALSO or proposed by $PlB, Tampa, FL 33610.4115 Job uTruss Type Qty Ply Rasmussen ResT4336978 2:i268 3 P-S Floor Truss 1 1 Job Refere ce (optional) East Coast Truss, Fort Pierce, FL. 34946 7.340 s Feb 24 2012 MiTek Industries, Inc. Mon Apr 02 08:45:49 2012 Page 1 ID:IVoErS8b6MTbzxtBtazdOMzVnnn-FmZ6aUcJKofLOGPfgbg?YazFGJNushSMiNYbbPzUpyO 0-6-8 • I--i 1-3-0 0-9-7 2-0-0 1-0-7 3 Scale='1:20.9 6x6 = 6x6 = 1 2 3 4 5 6 7 8 0 0 16 15 14 13 12 11 10 9 3x4 = 1x4 II 1x4 II 3x4 = 0-6 8 5-5-7 6-5-7 7-5-7 12-7-6 12r10-14 0-3-8 011 4-10-15 1-0-0 5-1-15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.29 Vert(LL) -0.07 11-12 >999 360 MT20 2441190 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.10 12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) -0.02 8 n/a n/a BCDL 5.0 Code FBC2007/TP12007 (Matrix) Weight: 70lb FT=20%F, 11%E LUMBER BRACING TOP CHORD 2x4 SYP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SYP No.2(flat) end verticals. WEBS 2x4 SYP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=650/0-6-0 (min. 0-1-8), 8=650/0-3-0 (min. 0-1-8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-626/O, 2-3=-622/0, 3-4=-1390/0, 4-5=1564/0, 5-6=1380/0, 6-7=624/0, 7-8=-629/0 BOT CHORD 14-15=0/1132, 13-14=0/1564, 12-13=0/1564, 11-12=0/1564, 10-11=0/1140 WEBS 1-15=01809, 3-15=710/0, 3-14=01396, 4-14=426/0, 8-10=0/813, 6-10=-717/0, 6-11=0/364, 5-11=390/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) All plates are 3x3 MT20 unless otherwise indicated. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOADCASE(S) Standard • A �j�el�,, ,`,�OanP EN • 39380 ,. �ii � 7k- • 'ram ►L ':ram ATE 4 OR om`_%• N A� ��0 "'1 10 FL Cert. 6634 April 2,2012 ® WARNING -Verify design parameters and READ NOTES ONTEFISAND INCLUDED II =KRGFERF.=BPAGSMl7.7473 BEFORE USE, I esign va i or use on wi Mi a connec ors. is esign is ase on upon parameters shown, an is or an in ivi uabuilding component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown �� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the designer. For iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building general guidance regarding BCSI Building Component fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/iPll Quality Criteria, DSB-89 and 6904 Parke East Blvd. SafeIf Southern Pine {Sp or SPp)f tumber is lspeci wd, {i e6design vaTuss are those effective 0618i120f2 by ALSO or proposed by SPIEL Tampa, FL 33610-4115 Job Truss Type Qty Ply Rasmussen Res T4336979 23268 Puss 04 Floor Truss 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.340 s Feb 24 2012 MiTek Industries, Inc. Mon Apr 02 08:46:23 2012 Page 1 I D:IVoErS8b6MTbzxtBtazdOMzVn nn-Fldzj6OeKFxWTU?BgkH_wl N3 H 13rg5hMXgnOnRzU pxU 0-6-8 E-�g������ � 1' 1-3-0 2-0-0 i 0-6-11 tale = 1:17.4 ' 5x5 = 6x6 = 1x4 II 1x4 II 6x6 = 1 2 3 4 5 6 7 8 0 0 14 13 12 11 10 9 5x5 = OF -6 8 3-8-10 4-8-10 5-8-10 9-1-13 8 0-6-8 3-2-2 1-0-0 1-0-0 3-5-3 Plate Offsets 70 -8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 11 >999 360 MT20 2441190 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) -0.03 11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) -0.00 8 n/a n/a BCDL 5.0 Code FBC2007/TPI2007 (Matrix) Weight: 54 lb FT = 20%F, 11 %E LUMBER BRACING TOP CHORD 2x4 SYP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SYP No.2(flat) end verticals. WEBS 2x4 SYP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=460/0-6-0 (min. 0-1-8), 8=460/0-3-0 (min. 0-1-8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-404/0, 2-3=400/0, 3-4=-766/0, 4-5=-766/0, 5-6=-766/0, 6-7=401/0, 7-8=-406/0 BOT CHORD 12-13=0/731, 11-12=01766, 10-11=01724 WEBS 4-12=317/37, 1-13=0/521, 3-13=461/0, 3-12=-47/390, 8-10=0/522, 6-10=449/0, 6-11=22/290 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) All plates are 3x3 MT20 unless otherwise indicated. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 stror)gbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0:131" X 3") nails. Strongbacks to be attached towalls their outer ends or restrained by other means. 6) Gap between inside top of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.��pp�1 LOAD CASE(S) Standard , \CENs ' Q 3938 Mir • ' AT .' � ' �� 4,1e4, N A, �%%%N. FL Cert. 6634 April 2,2012 ® WBRMNG - Ver2& dcsiryrr parameters andRFAD NOTES ON7NIS AND INCLUDED DII7EKREFERENCSPAGB'JUI.7473 BEFORE LIM �— esign Voila or use onry with Mifek connectors,connectors,Th s esign is based only upon parameters shown, and is loran individual ba ing component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during constnrction is the responsibilliy of the M iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine I P or SPp lumber is specified, the design values arethose effective 0610112012 by ALSC or proposed by SPIS. Tampa, FL 33610.4115 Job Truss Truss Type City Ply Rasmussen Res T4336980 23268 FL05 Floor Truss 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 212012 MiTek Industries, Inc. Fri Mar 3015:10:13 2012 Page I D:IVo E rS8b6MTbzxtBtazdOMzVnnn-oQN N_dz?ewm FO?Q gbnCZVOwIOTclopU CJH SJdDzVjb 0-6-8 1-0-14 2-0-0 _ r 1-3-14 i 10-3-8-8 r� Scale = 1:11.5 i 6x6 = 3x3 I 3x3 11 6x6 = - 1 2 3 4 0 0 Frt 3x3 II 3x3 = 3x3 II 8 7 6 5 3x3 = i 0-6 8 1 11 14 2-11-14 3-11-14 5-8-4 b-11-12 0-6-8 1-5-6 1-0-0 1-0-0 1-8-6 0-3-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.19 Vert(LL) -0.01 6 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.01 6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code FBC2007/TP12007 (Matrix) Weight: 36 lb FT = 20%F, 11 %E LUMBER BRACING ,TOP CHORD 2x4 SYP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-11-12 oc purlins, except BOT CHORD 2x4 SYP No.2(flat) end verticals. WEBS 2x4 SYP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=269/0-6-0 (min. 0-1-8), 4=269/0-3-0 (min. 0-1-8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-252/0, 2-3=-251/0, 3-4=-253/0 BOT CHORD 6-7=0/251 WEBS 1-7=0/340, 4-6=0/316 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss has been designed for basic load combinations, which include rases with reductions for multiple concurrent live loads. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. lllllllilllO� LOADCASE(S) Standard ,``��-nPs• A. 0 39380 '•• ATE '•� ` .. ,O .. • N �1111A1111 FL Cert. 6634 April 2,20 2 ®WARMAIG•Veri&designparameteraaacIPEADNOTESONTAIS�iPiDINCLUDEDJ19773KREPFRMCEPAGE MII.7473BEPORBUS& building ILA Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown��• is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inferrrratlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Souther Pine )SP Dr SPp) ]umber is specified, the design values are those effective 0610112012 by ALSO or proposed by SPIB, Tampa, FL 33610.4115 Pi Job Truss Truss Type Qly Ply Res _ FRasmussen T4336981 23268 FL06 Floor Truss 1 1 erence o tional East Coast Truss, Fort Pierce, FL. 34946 3x6 I I 7.340 s Mar 21 2012 MiTek Industries, Inc. Fri Mar 30 15:10:13 2012 Page I D:I VOEfS8b6MTbzxtdDMZVnnn-oQ NN_dz?ewmFD?QgbnCZVOwLUTdforcCJ H SJdDzVjb 0-6-8 1 2 1-2-3 I 0-3-8 i Scale = 1:7.0 o G v v X 9 4 0-6-8 0.9-8 3x6 = 2 2 11 3x3 2-6-3 0-6-8 4 1-5-3 3 0-3-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) 0.00 4 ...• 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 5.0 Code FBC2007/TP12007 (Matrix) Weight: 18 lb FT = 20%F, 11%E LUMBER BRACING TOP CHORD 2x4 SYP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-6-3 oc purlins, except BOT CHORD 2x4 SYP No.2(flat) end verticals. WEBS 2x4 SYP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=7910-6-0 (min. 0-1-8), 2=79/0-3-0 (min. 0-1-8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 2) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard 1 ,`%11111111/1j1' % PS A 39380 ATE s N A11 r0 FL Cert.-6634 April2,20 2 ®WARWNG • Verify do aign peram icra and READ NO TEE ON 7HISAM INCLUDED 11=KREFERENCEPAGE RIP 7473 BEFORE USE, 1I1A Design valid for use only with Wrek connectors. This design is based only upon parameters shown, and is for an Individual building component. p Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ��]��• is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Inlormallon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (5F or, SPp) lumberis specified, the design values arethose effective 001/2012 byALSC or praposedby SPIB. Job Truss Truss Type Cty Ply Rasmussen Res T4336982 23268 FL07 Floor Truss 2 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 212012 MiTek Industries, Inc. Fri Mar 30 15:10:14 2012 Page I D:IVoErS8b6MTbzxtBtazdoMzVnnn-GcwlBy_dPEu6e9?t8Vjo2ETPksoLXDKMYxBs9fzVjb 0-3-8 0-7-0 i 2-0-0 , , 0-10-8 , —0 I—� r � � —� 0-, Scale''- 71 22.1 3x6 = 6x6 = 1x4 I I 3x6 = 1 2 3 4 5 6 r 7 8 1 o 0 ry 16 15 14 13 12 11 10 9 4x4 = 1x4 II 4x4 = 3x6 = i 3- 5-0-0 6-0.0 7.0-0 13-4-8 3- 4-8-8 1-0.0 1-0-0 6-4-8 Plate Offsets X Y : 17:0-1-8 0-1-8 i LOADING (psf) SPACING 2-0-0 CSI DEFL Vdefl L/d loc in ( ) PLATES GRIP TCLL 40:0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.11 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.75 Vert(TL) -0.17 11-12 >918 240 BCLL 0.0 BCDL 5.0 Rep Stress Incr YES Code FBC2007frP12007 WB 0.35 (Matrix) Horz(TL) 0.02 9 n/a n/a Weight: 73 lb FT = 20%F, 11%E LUMBER BRACING TOP CHORD 2x4 SYP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SYP No.2(flat) end verticals. WEBS 2x4 SYP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=696/Mechanical, 1=702/0-3-0 (min. 0-1-8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 9-17=-688/0, 8-17=673/0, 1-2=-684/0, 2-3=-679/0, 3-4=-1579/0, 4-5=1797/0, 5-6=-1797/0, 6-7=1569/0, 7-8=700/0 BOT CHORD 14-15=0/1235, 13-14=0/1797, 12-13=0/1797, 11-12=0/1797, 10.11=0/1289 WEBS 1-15=0/884, 3-15=774/0, 3-14=0/518, 4-14=576/0, 8-10=0/884, 7-10=-819/0, 7-11=0/391,-6-11=316/0, 6-12=159/279 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) All plates are 3x3 MT20 unless otherwise indicated. 4) Refer to girder(s) for truss to truss connections. V1111111111 /, ,'r.I 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �� S A, 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be q�e.,� attached to walls at their outer ends or restrained by other means. inside top bearing and first diagonal or vertical web shall not exceed 0.500in. 0` • • • G E N • •' •. �` SAC �•q�,�i 7) Gap between of chord �� ••' �,� 'rs� 8) CAUTION, Do not erect truss backwards. 8 N-O 393 * ,• LOAD CASE(S) Standard ' ATE � ` �� /0NA1-%• �I�I11111111�$ FL Cert. 6634 April 2,201 ® WARNING • Verify design parametcra and REdD NOTES ON MIS AXD INCLtIDED =TEKREFE1 ZENCB PAGE 1B'77-7473 BEFORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/iPli Quality Criteria, DSB-89 and BCSI Building Component SafetyInformation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine {SP or SPPI lumber is specified, the design values are those effective 001120112 by ALSC or proposed by S1318. 1•I7• MiTek' 6904 Parke East Blvd. Tampa, FL 33610.4115 Job Truss Type Qly Ply Rasmussen Res T4336983 23268 FL08 FFloorTruss 2 1 Jab Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 212012 MiTek Industries, Inc. Fri Mar 30 15:10:15 2012 Page I D:IVoErS8b6MTbzxlBtazdOMzVnnh-koU7P I_FAXOzFJa3iCE1 aROdfGCIGhYVnbxPh5zVjb 0-3-8 - H �-0 i o-�o� r z-o-o i 1-5-B M Scale = 1:18.8 3x6 = 6x6 = 3x3 = 3x3 = 3x3 = 1x4 13x3 = 3x6 = 1 2 3 4 5 6 7 5 0 0 q 14 13 12 11 10 3x3 I I 3x4 = 3x3 = 1x4 l 3x3 = 9 8 3x4 = 3x6 = 3-8 5-0-0 7-0-0 11-5-8 4-8-8 1-0-0 1-0.02 4.5-8 Plate Offsets X Y : 15:0-1-8 0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.06 11 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.48 Verl(TL) -0.08 11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) -0.01 8 n/a n/a Weight: 63lb FT=20%F,11%E BCDL 5.0 Code FBC2007/TPI2007 (Matrix) LUMBER BRACING TOP CHORD 2x4 SYP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SYP No.2(flat) end verticals. WEBS 2x4 SYP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 8=59110-3-8 (min. 0-1-8), 1=597/0-3-0 (min. 0-1-8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 8-15=584/0, 7-15=-571/0, 1-2=564/0, 2-3=-560/0, 3-4=-1224/0, 4-5=1307/0, 5-6=-1307/0, 6-7=569/0 BOT CHORD 12-13=0/1019, 11-12=0/1307, 10.11=0/1307, 9-10=0/1042 WEBS 1-13=0/728, 3-13=639/0, 3-12=0/347, 4-12=-327/2, 7-9=0/718, 6-9=-657/0, 6-10=0/466 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss has been designed for basic load combinations, which include cases with reductions, for multiple concurrent live loads. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. ♦``�� P S A q/��, ♦ �� LOAD CASE(S) Standard �� :♦♦,`�0'\,�Ci E N S ••�'9�i�!v 3938 .. MX = •, r �� ATE 4 0 R , R N A' '00%% FL Cert. 6634 April 2,201 ® WARWNG - Vcrifg dcaign parnmctcm and REW NO7VS ON MIS AW INCLLORD 115Ir8KRMFJW=Z PAGEW1-74 M BEPORI3 USS. . Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for.an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MIT" MiTek, erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPli Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southem Pine (SP or SPp) lumber is specified, the design values are thass effective 00l0112012 by ALSC or proposed by SPIS. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Rasmussen Res T4336984 23268 FL09 Floor Truss 2 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar21 2012 MiTek Industries, Inc. Fri Mar 3015:10:17 2012 Page I D:IVoErS8b6MTbzxtBtazdDMzVnnn-gBcuq_OVi9GhVdjRgdHVgs5vw4r6kZNoEuQWm_zVjb 0-3-8 0-11-8 Scale - 1 24.3 4x6 = 6x6 = 3x6 FP = 3x6 = 1 2 3 4 5 6 7 8 9 2 4 o � 19 18 17 16 15 14 13 12 11 1 4x4 = 3x6 FP = 2.3 I I 1x4 I I 4x4 = 3x6 = 3- 5-0-0 6-0-0 7 14-8-8 -3- 4-8-8 1-0-0 1-0-0 7-8-8 Plate Offsets X Y : 15:0-1-5 Ede 20:0-1-8 0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.16 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.62 Vert(TL) -0.24 13-14 >704 240 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.02 10 n/a n/a BCDL 5.0 Code FBC2007frP12007 (Matrix) Weight: 80 lb FT = 20%F, 11%E LUMBER BRACING TOP CHORD 2x4 SYP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SYP No.2(flat) *Except* end verticals. 10-17: 2x4 SYP M 31(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SYP No.3(flat) REACTIONS (lb/size) 10=769/0-3-8 (min. 0-1-8), 1=776/0-3-0 (min.0-1-8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 10-20=767/0, 9-20=750/0, 1-2=769/0, 2-3=763/0, 3-4=1818/0, 4-5=-2149/0, 5-6=-2193/0, 6-7=1715/0, 7-8=1715/0, 8-9=-643/0 BOT CHORD 17-18=011388, 16-17=0/1388, 15-16=0/2149, 14-15=0/2149, 13-14=012149, 12-13=012104, 11-12=011313 WEBS 4-15=0/449, 5-14=268/16, 1-18=0/994, 3-18=868/0, 3-16=01623, 4-16=807/0, 6-12=541/0, B-12=0/560, 8-11=932/0, 9-11=0/903 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) All plates are 3x3 MT20 unless otherwise indicated. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,,�,1111111/ I' ,���, p P S A 44 0,,` fastened truss 3-10d X 3") nails. Strongbacks to be • •'' 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and to each with (0.131" ,�� 0`V`. at their outer ends or restrained by other means. �.•' G E N to `SF '.q�i �i attached walls 0.500in. �� �� 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 6b 39380� 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard = ' .fig ' - ATE ' 44/ •�. o R 1 Q N A; '- /11 11110, FL Cert. 6634 April2,20 2 ®WARWM-Vcrifydcaignparanwicraand READ N072SON7WSAMINCLUDED i0MKREPERENCEPAGE W174T3BEFOREUSS. *I'�• Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ONAa is for lateral support of individual web members only. Additional temporary bracing to insurestabilityduring construction is the responsibillity of the MiTek* erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIT Quality Crtlerla, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine (5P or SPp) lumber is specified, the design values are those effective OV0112012 byALSC or proposed by SPIB. Tampa, FL 33610-4115 Job Truss Truss Type Qly Ply Rasmussen Res T4336985 23268 FL10 Floor Truss 6 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 212012 MiTek Industries, Inc. Fri Mar 3015:10:18 2012 Page ID:IVoErS8b6MTbzxtBtazdDMzVnnn-8NAG1K18TSOY7mieNLokC4e7bUBBT34xTY941QzVjb 0-3-8 1-3-0 i 0-7-0 r 2-0-0 , 1-1-0 _I3�8 Scale =l' .16.5 6x6 = 6x6 = 1 2 3 4 5 6 7 0 R 4 14 13 12 11 10 9 8 1x4 II 1x4 II 0�3-83-8 5-0-0 6-0-0 7-0-0 9-8-8 10-0-0 1 0-4-8-8 1-0-0 1-0-0 2-8-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Vd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.33 Vert(LL) -0.07 11 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.63 Vert(TL) -0.10 11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) -0.01 7 n/a n/a BCDL 5.0 Code FBC2007/TP12007 (Matrix) Weight: 56 lb FT = 20%F, 11%E LUMBER BRACING TOP CHORD 2x4 SYP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SYP No.2(flat) end verticals. WEBS 2x4 SYP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=504/0-3-0 (min. 0-1-8), 7=50410-3-0 (min. 0-1-8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-459/0, 2-3=455/0, 3-4=-912/0, 4-5=-885/0, 5-6=462/0, 6-7=466/0 BOT CHORD 12-13=0/828, 11-12=0/885, 10-11=0/885, 9-10=0/885 WEBS 1-13=0/592, 3-13=-519/0, 7-9=0/602, 5, 9=-614/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) All plates are 3x3 MT20 unless otherwise indicated. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOADCASE(S) Standard ,1j11111111111� �i 0 39380 � •rj',L' r ' ATE '�` s .� • •,��SS /O N A' FL Cert. 6634 1 April2,20 2 AWARWnG - Verify dcs#gn pararuct—a and READ MTES Oef 7WSAAD 1HC1,UDEDT9f78KREFERENCBPAGBM71.7473 BEFORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 78,114 Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPIB. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Rasmussen Res T4336986 2nMe FL11 Floor Truss 1 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.340 s Feb 24 2012 MiTek Industries, Inc. Mon Apr 02 08:48:13 2012 Page 1 ID:IVoErSBb6MTbzxtBtazdOMzVnnn-1TGZokLdQ2ovgOPK6rFmOxxrSNb4bszYgnRCe3zUpvm 0-3-8 1-3-0 1-0-0 1-3-10 1-0-0 I� �r 0-6 r S e 1 1:13.8 6x6 = 6x6 = 1 2 3 4 5 6 0 0 ) 1x4 II 12 11 10 9 8 7 1x4 II 0-3-8 1-9-8 5-4-2 6-10-2 7-4-10 ' 0-3-8 1-8-0 3-6-10 1.8-0 0-6-B LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.01 10 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.02 10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) -0.00 6 n/a n/a BCDL 5.0 Code FBC20071TP12007 (Matrix) Weight: 44 lb FT = 20%F, 11 %E LUMBER BRACING TOP CHORD 2x4 SYP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SYP N0.2(flat) end verticals. WEBS 2x4 SYP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 6=34710-6-0 (min. 0-1-8), 1=347/0-3.0 (min.0-1-8) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-278/0, 2-3=-273/0, 3-4=459/0, 4-5=-273/0, 5-6=-277/0 BOT CHORD 10-11=01459, 9-10=0/459, 8-9=0/459 WEBS 6-8=0/355, 1-11=0/356, 4-8=-282/0, 3-11=-281/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) All plates are 3x3 MT20 unless otherwise indicated. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard ,�r,1t11111/1��I, �',P CJ • A • .q ��j \GEMS. .I 39380 �Ir ; •' :�- ATE • C� , �% N A; � FL Cert. 6634 April 2,2012 ® WARMNG - Vcrffr,/ dcafgn paramciem ants RMO NOT S ON THIS AM rNCLtMM M7TWRBFERENCEPAGE JUI.7473 BEFORE USE. -- esign valid or use only with i e connectors. is esign a basedon upon parameters shown, an rs or an in rvi ua ui mg componen . Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the M iTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding r fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. U Southern Pine (SP or SPD) lumber is specified, the design values are those effective 06/0112012 by ALSC or proposed by SPIEL Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Rasmussen Res T4336987 23268 FL12 Floor Truss 1 1 Job Reference o tional i East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 212012 MiTek Industries, Inc. Fri Mar 3015:10:19 2012 Page ID:IVoErS8b6MTbzxtBtazdOMzVnnn-cZkeEg 1 mEmWPkwlgx2JzIHAM9tg6CZB5iCvdgszVjb 0-3-8 6x6 = 2x6 II 6x6 = - 1-2-13 3 I � ` ' Scale Scate = 1:7.7 Y 4 3x3 I I 3x5 = 3x3 I I 0.3-8 6 6 3-4-9 4 3-11-1 0-3-8 3-1-1 0.6-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 Vert(LL) -0.00 6 >999 360 MT20 244/190 :TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2007/TPI2007 (Matrix) Weight: 28 lb FT = 20%F, 11 %E LUMBER BRACING TOP CHORD 2x4 SYP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-11-1 oc purlins, except BOT CHORD 2x4 SYP No.2(flat) end verticals. WEBS 2x4 SYP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=156/0-3-0 (min. 0-1-8), 3=156/0-6-0 (min. 0-1-8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 2) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard tiff Ifit �ItIll 030 .o ATE : tU � 0 R X'O.." O N A- FL Cert. 6634 April2,20 2 AWARMNG-Verijdesign pa cfcrsandREAD NO7ESON7NISAIYDINCLUDEO,D=KREFERENCE PAGE MII-7473BEFORE LW& VLAW- Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine I SP or SPR) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPI3. Tampa, FL 33610-4115 Job Truss Truss Type City Ply Rasmussen Res T4336988 23268 MV2 Valley Truss 1 1 Job Reference o tionai East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 212012 MiTek Industries, Inc. Fri Mar 3015:10:20 2012 Page I D:7uLy7U2 ivvNAxDyY7m ogPgzVnIJ-4m I OS02074eGM4SOVl qC H VjX n H OBxOLEws BAN JzVjb 2-1-13 2-1-13 ^ 4.o0 F12 Scale = 1:6.4 2 1 v b 3 2x4 0 0.1 2-1-13 0.0-1 2-1-1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.03 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.02 Verl(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2007/TPI2007 (Matrix) Weight: 5 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 2-1-13 oc purlins. BOT CHORD 2x4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek,recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=48/2-1-1 (min. 0-1-8), 2=36/2-1-1 (min. 0-1-8), 3=12/2-1-1 (min. 0-1-8) Max Horz 1=30(LC 8) Max Uplift 1=24(LC 8), 2=-38(LC 8) Max Grav 1=54(LC 2). 2=42(LC 2), 3=24(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit `11111111 I1111�' between the bottom chord and any other members. 2 to value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of `�� I A, I, �� P ; 94 �j� • • 6) Bearing at joint(s) considers parallel grain bearing surface. bearing 24 lb uplift at joint 1 and 38 Ito uplift at joint 2. �� �• • e � N � GES'• 7) Provide mechanical connection (by others) of truss to plate capable of withstanding 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. for truss of this component design) is always required. . 0, •'� —� v 39 38 9) Waring: Additional permanent and stability bracing system (not part * LOAD-CASE(S) Standard Xrr AT E • .40 /p • FL Cert. 6634 April2,20 2 AWARNING- Verify dcsign pa ictera andREQD NOTES ONTRIS AND INCLUDED D1fTEKREFERENCEPAGE 11111•7473 BEFORE USS, '.;R• Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek* fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/11`I7 Quality criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine (SP or SPp) lumber is specified, the design values are those effective MOV2012 byALSC or proposed by SPIB. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Rasmu ssen Res T4336989 23268 MV3 Valley Truss 1 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 212012 MiTek Industries, Inc. Fri Mar 30 15:10:22 2012 Page 1 D:7uLy? U2 ivvNAxDyY7mogPgzVnIJ-18 Pnli4e 3-7-13 Whu_bOcPcAsg MworF5gTPwrXOA7 H RBzVjb 3-7-13 Scale = 1:8.9 2 4.00 12 2x4 II 1 3 2x4 % 2x4 II 3-7-13 3-7-13 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.16 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.09 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2007lTP12007 (Matrix) Weight: 11 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 3-7-13 oc purlins, except BOT CHORD 2x4 SYP No.3 end verticals. WEBS 2x4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=103/3-7-1 (min. 0.1-8), 3=103/3-7-1 (min. 0-1-8) Max Horz 1=79(LC 5) Max Uplift 1=60(LC 8), 3=-64(LC 8) Max Grav 1=115(LC 2), 3=115(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �1111 111� 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. `0% S A • bearin late 60 lb u lift at'oint 1 and 64 lb uplift at'oint 3. bearing 1 `V ����••N,9e 0 •� E '' 6 Provide mechanical connection b others of truss to capable of wdhstandin (Y ) P 9 P 1 P i�� � � 9 i '7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. � � 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 380 LOAD CASE(S) Standard * ,� Mir Z ' ATE '�� 4 0 R 1 P %��, N A0 E 10 FL Cert. 6634 April2,20 2 ® WARNING - Verify draign parametara and RE©D MTUS ON IBIS AhD INCLUDED %f72KRBFFJWJ S PAGE MIA7473 BEFORE US& '-; • Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine {SP or SPp) lumber is specified, the design values are those effective 0610112012 byALSC or proposed by SPIS. Tampa, FL 33610.4115 Job Truss Truss Type �Qty Ply Rasmussen Res _ T4336990 23268 MV5 Valley Truss 1 1 Job Reference (optional East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 212012 MiTek Industries, Inc. Fri Mar 3015:10:24 2012 Page I D:7 u Ly?U2ivvNxDyY7 mog P gzVnlJ-zXXXI N5u219hrh mokbv8SLu7TuJ Otq KgrUcO W4zVjb 5-1-13 Scale: V=1' 2x4 I 2 4.00 12 1 d 3 2x4 % 2x4 II 6-1-13 5-1-13 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Verl(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.26 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2007/TP12007 (Matrix) Weight: 16 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 5-1-13 oc purlins, except BOT CHORD 2x4 SYP No.3 end verticals. WEBS 2x4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=163/5-1-1 (min. 0-1-8), 3=163/5-1-1 (min. 0-1-8) Max Horz 1=124(LC 5) Max Uplift1=96(LC 8), 3=-102(LC 8) Max Grav 1=183(LC 2), 3=183(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,,/11111 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit `�� S A, between the bottom chord and an othermembers. ��� -p p, 4<e, 6 Provide mechanical connection b others of truss to bearinglate capable of withstanding 96 lb uplift at joint 1 and 102 lb uplift at joint 3. ,���(� , \ G E N S' • • '9 � 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ♦ A 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. O 9 •'� LOADCASE(S) Standard *:• 'rc 9AT / y-Fs.< 0pR�V, N A� ��%% s� FL Cert. 6634 April2,20 2 WARNDYG - Verify design paramcicrs aced RMD NOTES ONTHISdNt7INCLUDED M=KREFEREIVCB PAGE 0717473 BEFORE USE, �'R• Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component. � Applicability of design parametersand proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown i�A.�� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DS11-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the desigo values are [hose effective 00112012 by ALSC or proposed by SPIB. Job Truss Truss Type Qty Ply Rasmussen Res T4336991 23268 MV6 Valley Truss 1 1 Job Reference o lional East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 212012 MiTek Industries, Inc. Fri Mar 3015:10:25 2012 Page I D:7uLy7U2ivvNAxDyY7mogPgzVnIJ-Rj5vVj6XpcHYSrK_IJQN_YQFSIdHcHaz4BMx2WzVjb 6-7-13 i 6-7-13 Scale = 1:14.7 3x4 I I 2 4.00 12 1 0 3 2x4 % 2.4 6-7-13 6-7-13 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) Vclefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.41 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2007rrP12007 (Matrix) Weight: 21 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SYP No.3 end verticals. WEBS 2x4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=223/6-7-1 (min. 0-1-8), 3=223/6-7-1 (min. 0-1-8) Max Horz1=170(LC 5) Max Uplift 1 =1 31 (LC 8). 3=139(LC 8) Max Grav 1=250(LC 2), 3=250(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. by 2-0-0 fit j 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall wide will between the bottom any other members. �����11111111/ S �P •+ A�8 °j� chord and 131 lb uplift at joint 1 and 139 lb uplift at joint ,":6% •.. •\ E S •• 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding ,%-\NO �, G N '9 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. is 0 39380 ••; - 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) always required. LOAD CASE(S) Standard ®_ Xx q• • •; / • ' ATE �G/ ���� 4.0 P�_�• t�S; R • �ON t,1111111111 it • FL Cert. 6634 April2,20 2 AWAMNG • Verify design pammaters and RMD NOTW ONWISAND INCLUDP,D H9 =KREFEREAW PAGE JUI-7473 BF70RE US& -'�• Design valid for use only with MiTek connectors. This design is based Only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown �� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salety Inlormation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Soutbertt Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPIS, Tampa, Fl. 33610.4115 Job Truss Truss Type Cly Ply Rasmussen Res T4336992 23268 MV8 Valley Truss 1 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 212012 MiTek Industries, Inc. Fri Mar 3015:10:27 2012 Page I D:7 uLy? U2ivvNAxDyY7 mog PgzVn IJ-N6DgwP8nLDXGi9U MPkSfdzW hZ6Nf4A3GXSr26PzVjb 8-1-13 Scale = 1:17.9 2x4 I I 3 4.00 12 1x4 II 1 U Y Li 5 4 2x4 % 1x4 II 2x4 I 8-1-13 8-1-13 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.16 Vert(TL) n/a n/a 999 BCLI_ 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) -0.00 4 n/a n/a BCUL 10.0 Code FBC2007/TP12007 (Matrix) Weight: 28 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SYP No.3 end verticals. WEBS 2x4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS (lb/size) 1=93/8-1-1 (min. 0-1-8), 4=131/8-1-1 (min. 0-1-8), 5=341/8-1-1 (min. 0-1-8) Max Horz 1=215(LC 5) Max Uplift 1=32(LC 8), 4=-72(LC 5), 5=241(LC 8) Max Grav 1=105(LC 2), 4=148(LC 2), 5=383(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-295/260 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) Gable requires continuous bottom chord bearing. 1%%IIIIIIIIIIIIJI, !!I� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • designed for live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit /� --pp P 5) This truss has been a between the bottom chord and any other members. 32 lb uplift at joint 1, 72 lb uplift at joint 4 and `�� 0`�,' \,��:• �� �; 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding ,`.'• 241 lb uplift at joint 5. '�8) 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. `4.AT39380 Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASES) StandardE I '44/Z i � NA 5 ,i0' �;Ito 111111 FL Cert. 6634 April2,20 2 WWI ®WARMNG-Verifydesign puaanwtemacedREAD MOMS ONTHISMMINCLUDEDT11MKREPEfWNCEPAGBJUI-7473BEFORE USE. __-* Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown ava [ parameters is for lateral support of individual web members only. Additional temporary bracing to insure stability dufing construction is the responsibillity, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrHefia, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafeIf Southern Pine Information or SPp) from is (specified, theed sign values are those effective 00112012 byALSC or proposed by SPIB. Tampa, FL 33610-4115 Job Truss Truss Type Oty Ply Rasmussen Res T4336993 23268 MV29 Valley Truss 2 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 212012 MiTek Industries, Inc. Fri Mar 30 15:10:212012 Page ID:7uLy?U2ivvNAxDyY7mogPgzVnIJ-ZysOtM3OmNm7_E7 D3TLRgiGhnhM_gTbN9WOkvlzVjb 2-9-7 Scale = 1:7.5 4.00 12 2 1 0 3 2x4 2-9-7 2-9-7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.05 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a Weight: 7 lb FT = 20% BCDL 10.0 Code FBC2007/TPI2007 (Matrix) LUMBER BRACING TOP CHORD 2x4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 2-9-7 oc purlins. BOT CHORD 2x4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation wide. REACTIONS (lb/size) 1=74/2-8-11 (min. 0-1-8), 2=55/2-8-11 (min. 0-1-8), 3=18/2-8-11 (min.0-1-8) Max Horz 1=46(LC 8) Max Uplift 1=37(LC 8), 2=-58(LC 8) Max Grav 1=83(LC 2), 2=65(LC 2), 3=37(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. S A ANSI/TPI 1 angle to formula. Building designer should verify capacity of P q �. 6) Bearing at joint(s) 2 considers parallel to grain value using grain `�� ........ bearing surface. 37 Ito uplift at joint 1 and 58 Ito uplift at joint 2. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 39 380 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. = * LOAD CASE(S) Standard ;fjr • ' ATE : 44/ • 0 R 1 Qom\_;• N E,�%% ��S,0 A11111 ' FL Cert. 6634 April 2,20 2 WARNING - VerIfg design par .ic and 1MD RdT RS ON77IIS AND INCLUDED B KREFF.RENCS PAGB JUI-7473 BEFORS USE, -;�• Design valid for use only with Wrek connectors. This design is based only upon pardmeters shown, and is for an individual building component. Applicability of design and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown parameters is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the fy iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06101120112 byALSC or proposed by SPIB. Job Truss Truss Type �Qty Ply Rasmussen Res T4336994 23268 MV34 Valley Truss 1 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 21 2012 MiTek Industries, Inc. Fri Mar 30 15:10:22 2012 Page I D:7uLy7U2ivvNAxDyY7mogPgzVnIJ-18Pnti4eWhu_bOcPcAsgMworE5gSPwrXOA7HRBzVjb 3-7-15 3-7-15 Scale = 1:9.0 2 4.00 12 2x4 I I 1 d 3 2x4 % 2x4 I 3-7-15 3-7-15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.16 Veri(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.10 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC20071TP12007 (Matrix) Weight: 11 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 3-7-15 oc purlins, except BOT CHORD 2x4 SYP No.3 end verticals. WEBS 2x4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=10313-7-3 (min. 0-1-8), 3 103/3-7-3 (min. 0-1-8) Max Horz 1=79(LC 5) Max Uplift 1=-61(LC 8), 3=-65(LC 8) Max Grav 1=116(LC 2), 3=116(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,/11111111/1� 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit ��� " A between the bottom chord and any other members.CJ, • • • q�e 0, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 lb uplift at joint 1 and 65 lb uplift at joint 3. ,�� �� ,,•� G E N tS •• 9�/�'�i 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A` ; • �. F =,==/ 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.39380 LOAD CASE(S) Standard Xxr •• „ ► W ZAT/ EE • •� • ��NAC E�%", FL Cert. 6634 April2,20 2 ®WARNING -Perifijdraignparamcb:nsand RF.ADNOTES ONTHISAMINCLUDED J027KRPPERENCBPAGE MI-7473BEFOREUSE. '-;X• Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. =ll= Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPI1 Quality Criteria, DSB-89 and BC51 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or Sp lumb6r is Speed, the design values are those effective 05tOf120t2 by ALSO or proposed by SPIEL Job Truss Truss Type Oty Ply Rasmussen Res T4336995 23268 MV49 Valley Truss 2 1 Job Reference (Optional) East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 212012 MiTek Industries, Inc. Fit Mar 3015:10:23 2012 Page ID:7uLy?U2ivvNAxDyY7mogPgzVnIJ-VLz9415GH?1rDYSbAuOvv7L TV?n8N5gdgtgzezVb It' 4-3-7 Scale = 1:10.0 2 2x4 I I 4.00 12 Ll 3 2.4 2x4 I I 4-3-7 4-3-7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) n/a n1a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.15 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n1a BCDL 10.0 Code FBC20071TPI2007 (Matrix) Weight: 13 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 4-3-7 oc purlins, except BOT CHORD 2x4 SYP No.3 end verticals. WE13S 2x4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=128/4-2-11 (min. 0-1-8), 3=128/4-2-11 (min. 0-1-8) Max Horz 1=98(LC 5) Max Uplift I=75(LC 8), 3=-80(LC 8) Max Grav 1=144(LC 2), 3=144(LC 2) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. fit 1 1111111111,'���� 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will `���cJ A • �P, • • A�e ��j between the bottom chord and any other members. 75 lb joint 1 and 80 lb uplift at joint 3. `�� . • • •� E (� ��� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding uplift at ,���� •, C S • '9 7) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. design) is ' 8) Warning: Additional permanent and stability bracing for truss system (not part of this component always required. " 39380 '-- LOAD CASE(S) Standard * ' '� � ATE '•� O R 1'D - N A� 0% �11 11 r FL Cert. 6634 April2,20 2 ® IVAPMNG - Verify design pav nnetcm sad REW MTES ON 791S AND INCLUDED METE%REFERENCE PEGS 111I1.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown C is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding iTek' MiTek' ' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 78,114 Lee street, Suite 312. Alexandria, VA 22314. If Southem Pine I,SP or SPp) lumber is specified, the design values are those effective 0610112012byALSC or proposed by SPIS. Tampa, FL 33610.4115 Job Truss Truss Type City Ply Rasmussen Res T4336996 23268 MV64 Valley Truss 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 21 2012 MiTek Industries, Inc. Fri Mar 30 15:10:25 2012 Page ID:7uLy?U2ivvNAxDyY7mogPgzVnIJ-Rj5vVj6XpcHYSrK_IJQN YQGKIercHaz48Mx2WzVjb 6-4-15 6.4-15 Scale= 1:14.3 3x4 I I 2 4.00 12 0 N 1 d 3 2x4 % 2x4 II 6-4-15 6-4-15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.37 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2007/TPI2007 (Matrix) Weight: 20 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SYP No.3 end verticals. WEBS 2x4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=213/6-4.3 (min. 0-1-8), 3=213/6-4-3 (min. 0-1-8) Max Horz 1=162(LC 5) Max Uplift 1=126(LC 8). 3=133(LC 8) Max Grav 1=240(LC 2), 3=240(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ,1%1111111111111�� `�� S A • �P,. • • • ; 9�e ��j� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 126 lb uplift at joint 1 and 133 lb uplift at joint ��� ,���� •.•� E N s; •• ,9 ' 3. 7) Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. —^ YO 39380 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. * LOAD CASE(S) Standard CQ • Ma: Z ' ATE . u CAN=�`, % FL Cert. 6634 April2,20 2 ®WARAWG-Ver& design parametcraandREWN07ESON7WSdFIDINCLL07EDB7f7EKREPEREMSPAGEhffl-7473BEFOREUSE, __*R• Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown p is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine (SP or SPp) lumber is spacW.d, the design values are those effective 0610112012 by ALSC or proposed by SP18. Tampa, FL 33810-4115 Job Truss Truss Type City Ply Rasmussen Res T4336997 23268 MV69 Valley Truss 2 1 Job Reference (options[) East Coast Truss, Fort Pierce, FL. 34946 7.340 s Mar 212012 MiTek Industries, Inc. Fri Mar 3015:10:26 2012 Page I D:7uLy7U2ivvNAxDyY7mogPgzVnIJ-vwfHi379awPP47vArOxcXmzQSi_NLkg7Jo5VayzVjb 5-9-7 I 5-&7 Seale = 1:13.1 2x4 II 2 4.00 12 1 6 d 3 2x4 % 2x4 II 5-9-7 5-9.7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.35 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC20071TPI2007 (Matrix) Weight: 18 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 5-9-7 oc purlins, except BOT CHORD 2x4 SYP No.3 end verticals. WEBS 2x4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=188/5-8-11 (min. 0-1-8), 3=188/5-8-11 (min. 0-1-8) Max Horz 1=144(LC 5) Max Uplift 1 =l 11 (LC 8), 3=118(LC 8) Max Grav 1=212(LC 2), 3=212(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=9.Opsf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=oft; Cat. ll; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. V1111111111 j 1 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom and any other members. jp�I `���� CJ A, chord 111 lb uplift at joint land 118 lb uplift at joint •• e,9 �j� G E 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding ,����•� i�f S �i 3. •' �. i 7) Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. R; 0 3938 0 • -�,� 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. * LOAD CASE(S) Standard ATE .40 4 O R %��, 411810 E0 r FL Cert. 6634 April 2,20 2 ®WARNING - Verify design paranietcra andPMD NOTES ON 7NISdAID INCLUDED 1IWMKREFEREIV XPAGE1017473 BEFORE USE, Design valid for use only with MTek connectors. This design Is based any upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporation of component 6 responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrBerla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine ►SP or SPp) lumber is specified, the design values are those effective 0310112012 by ALSC or proposed by SP15. Tampa, FL 33610-4115 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION s " Center plate on joint unless x, y1 /4 offsets are indicated. 6-4-8 dimensions shown in ft4n-sixteenths (Drawings not to scale) I i Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing, is always required. See BCSI. c1-2 c2-3 2. Truss bracing must be designed by an engineer. For braces themselves 4 wide truss spacing, individual lateral WEBS cab m p 1 O may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never a�° U stack materials on inadequately braced trusses. OR 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate cz s cs z cs 6 designer, erection supervisor, property owner and plates 0-'rid' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. ICC-ES Reports: The first dimension is the plate 10. Camber is a non-structural consideration and is the 4 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to x to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Southern Pine lumber designations are as follows: in all respects, equal to or better than that Indicated by symbol shown and/or SYP represents current/old values as published by AWC in the 2005/2012 NDS specified. by text in the bracing section of the SPp represents SPIB proposed values as provided 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing in SPIB submittal to ALSC dated Sept 15, 2011 spacing indicated on design. if indicated. SP represents ALSC approved/new values with effective date of June 1, 2012 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING (2x4 No 2 and lower grades and smaller sizes), or less, if no ceiling is installed, unless otherwise noted. and all MSR/MEL grades 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. rip 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPII : National Design Specification for Metal 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracin BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTek® ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate t Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 01/1812012 SYMBOLS G - CABLE N BOX _ N CANAL NiIN, SETBACK REQ. ® - WATER METER -L`0.00 X -EXISTING ELEVATION FRONT L -CENTERLINE SIDES ll.• CNR SIDE .�-- DOC ; PROPERTY LOCATED IN FLOOD ZONE 'AE' REAR BASE ELEVATION 7.0 N.A.V.D. 88 COMMUNITY PANEL NO.t 120285-0311-J ZNC1• DATEDi 02/16/2012 PROPERTY STREET ADDRESSi 1063 NETTLES BLVD. FND. NAIL NO I.D. N.0.25 FND. NAIL TECH. NO I.D. N.0.25 y ► " , N.70 30 00 E. 34.64 ( P—C JENSEN BEACH, FL. 34957 CERTIFIED TOE 1. RASMUSSEN CONC. BULKHEAD 's ,ri•�i R ENC. 0.07' FND. NAIL NO I.D. ''60 cn Z Z 1Q•- Q N J / LOT 1063 PROPOSED DWELLING �•;1' MINIMUM FINISH FLOOR �'�Jo ��, �� ELEVATION 7.0 N.A.V.D', LOT 1064 4.5 A, <gN�Rs Gam= •pp { NG ' Z 0= .`% ��%lam (0 n ON LINE-,, C� <4/17. 00 (n� i FND. 5/8" i a I \D. 5/8 I.B. NO I.D. NO LD Q AUG 14 2012 JV LEGAL DESCRIPTION LOT 1063, NETTLES ISLAND PROJECT, SECTION 2, ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 16, PAGE(S) 1, 1A THROUGH 1J OF THE PUBLIC RECORDS OF ST. ,V LUCIE COUNTY, FLORIDA. 0 SURVEYOR'S NOTES 1. SURVEY OF DESCRIPTION AS FURNISHED BY CLIENT, UNLESS OTHERWISE NOTED. LOT 1062 2. LANDS SHOWN HEREON WERE NOT ABSTRACTED FOR EASEMENTS, BUILDING SETBACKS, AND/OR RIGHTS -OF -WAY OF RECORD BY ACCURIGHT LAND SURVEYING, INC. 3. ELEVATIONS SHOWN HEREON ARE RELATIVE TO NORTH AMERICAN VERTICAL DATUM OF 1988, SEE SURVEY FOR REFERENCE BENCH MARK, UNLESS OTHERWISE NOTED. 4. THERE ARE NO ABOVE GROUND ENCROACHMENTS, UNLESS OTHERWISE NOTED. 5.ADDITIONS OR DELETIONS TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING PARTY OR PARTIES IS PROHIBITED WITHOUT WRITTEN CONSENT OF THE SIGNING PARTY OR PARTIES, LEGEND FND. - FOUND I.P, - IRON PIPE ;a ' I,D. - IDENTIFICATION LB. -IRON BAR a LB - LICENSED BUSINESS NA T.T. - NAIL & TIN TAB ' N.A.V.D. 88 - NORTH AMERICAN VERTICAL DATUM 1988 SET I.B. - SET 5/8' IRON BAR CAP #4459 <P> - DENOTES DISTANCE, ANGLE OR BEARING BY FURNISHED DESCRIPTION <F> - DENOTES MEASURED DISTANCE, ANGLE OR BEARING F.CC> - DENOTES CALCULATED DISTANCE, ANGLE OR BEARING BOI,Ii�DARY SURVEY FND. NAIL ACCURIGHT ' AND IZ YING, INC. 22 COMMON USE 40 �, " — No I.D. BEARING BASE — .. :.: N.70'30'00"E. 533.0' (P—F)'. _ .. . Q%LEVATION BENCHMARK N.& T.T. 3.93 N.A.V.D.. 88 N 70'30'00"E 34 64' (P—F)— 0. #6607 EARLE R. STARKEY — PROFESSIONAL LAND SURVEYOR REGISTRATION NO. 4459 — STATE OF FLORIDA SURVEY NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL OF A FLORIDA LICENSED LAND SURVEYOR AND MAPPER N 0 N lU < f CU o N Of o ii a m � pb M a (%1 Z O y y 0 3 3 M o 0 cu M cu N � W 4J o U O A Z ¢ 4J W Q W YA U z Cn v o� Z Q �p o N Ucufu .~_I z z vv U x z� a W to Li W Z c fl I— ry D U U Q Ld C' w 0 IY- 8 Q C� SYMBOLS O - CABLE TV BOX ® - WATER METER 00.00 X - EXISTING ELEVATION It - CENTERLINE PROPERTY LOCATED IN FLOOD ZONE 'AE' BASE ELEVATION 7.0 N.A.V.D. 88 COMMUNITY PANEL NO.I 120285-0311-J DATEDI 02/16/2012 PROPERTY STREET ADDRESS, 1063 NETTLES BLVD. JENSEN BEACH, FL. 34957 CERTIFIED TO, 1, RASMUSSEN RECEIVED SEP 19 2012 C_�7HMITTING c- _^ a County, FL 107.53' (P) 6p'-0-- ],qo5-- ODC4) LOT 1064 ON LINE (' (��D. 5/8" I.B. NO I.D. i/ FND. NAIL NO I.D. N.0.25' CONC. BULKHEAD `36 ENC. 0.07' / LOT 106 `3 4 FORM BOARDS 10.7' 0 0 4 FND. 5/8p I.B. NO I.D. N.70'30'00"E. 34.64' (P—F) _ 22_COMMON USE 4o x �� BEARING BASE N.70030'00"E. 533.0' (P—F) BENCHMARK N.& T.T. ELEVATION 3.93 N.A.V.D. 88 CANAL 34.64' (P—C)-7— � 55 24.3' Ay; 4 2 FND. NAIL I In mn,2-c;' z LOT 1062 FND. NAIL NO I.D. LEGAL DESCRIPTION LOT 1063, NETTLES ISLAND. PROJECT, SECTION 2, ACCORDING TO THE PLAT THEREOF, AS RECORDED ILAT BOOK 16, PAGE(S) 1, IA THROUGH 1J OF THE .PUB . C RECORDS OF ST. LUCIE COUNTY, FLORIDA. SURVEYOR'S NOTES 1. SURVEY OF DESCRIPTION AS FURNISHED BY CLIENT, UNLESS OTHERWISE NOTED. - 2. LANDS SHOWN HEREON WERE NOT ABSTRACTED FOR EASEMENTS, BUILDING SETBACKS, AND/OR RIGHTS -OF -WAY OF RECORD BY ACCURIGHT LAND SURVEYING, INC. 3, ELEVATIONS SHOWN HEREON ARE RELATIVE TO NORTH AMERICAN VERTICAL DATUM OF 1988, SEE SURVEY FOR REFERENCE BENCH MARK, UNLESS OTHERWISE NOTED, 4. THERE ARE NO ABOVE GROUND ENCROACHMENTS, UNLESS OTHERWISE NOTED. 5.ADDITIONS OR DELETIONS TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING PARTY OR PARTIES IS PROHIBITED WITHOUT WRITTEN CONSENT OF THE SIGNING PARTY OR PARTIES. LEGEND FND. - FOUND I.P. - IRON PIPE I.D. - IDENTIFICATION I.B. - IRON BAR LB - LICENSED BUSINESS N.& T.T. - NAIL & TIN TAB N.A.V.D. 88 - NORTH AMERICAN VERTICAL DATUM 1988 SET I.B. - SET 5/8' IRON BAR CAP #4459 (P) - DENOTES DISTANCE, ANGLE OR BEARING BY FURNISHED DESCRIPTION (F) - DENOTES MEASURED DISTANCE, ANGLE OR BEARING CC) - DENOTES CALCULATED DISTANCE, ANGLE OR BEARING BOU;�IDARY . SURVEY ACCURIG =.rANU SURVEYING, INC. -ticI I #66C7 EARLE R. STARKEYc PROFESSIONAL LAND SURVEYOR REGISTRATION NO." 4459 — STATE OF FLORIDA SURVEY NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL OF A FLORIDA LICENSED LAND SURVEYOR AND MAPPEI fu ... 0 LU fU CD N m o o N c O N. z N Z W Vl 0 ~ V1 Q q ¢ -C H y H M X: W N N 0 U H H 1f7 o tY W N w o F } PA II q Z Ll J WE ►Wi Ix S C¢J d L� q U W • U vcp Z Um Z nn w J N CCU w V NN Z z vX O U z< L` N W z o D g V) IL 0 z Z :� Q U) W a z 2 v W = o NCA Wv n � V) z W a Q D O } M Lj W -I W xV, � ° U